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Plans (4) �A M572'G1 c OOLll 70 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504881 thru K1504950 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR QF6- c;<tiI ivF. 6'6i9. g 89200PE 9r' OREGON J. Q e!k 14, 2 4 RR1L- �' November 3,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 5.5" GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, EWERS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-02-12 8-02-12 4 4 4 12 12 6.00 p HM-4x4 4 6.00 3 rn 2 4 rn 0 0 o '/ ////l////////////////////////////////////////////////////////////////////////////J/////////////////////////////////////////// // o I p o M-3x4 M-3x4 y 1-06 16-05-08 �` S' x1 / p c::s .'q, NE�� (1: a89200PE II" JOB NAME : 5017-B POLYGON - Al Scale: 0.4601 � /1�p1'. WARNINGS: GENERAL NOTES, unless otherwise noted Cr 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "$T OREGON 4, Truss: Al and Weml before construction commences. balding component.Applicability of design parameters and proper 'J v 2 2e4 compression web bradnp mull be Installed where shown*. Incorporation of component is the neponelbllty of the building designer. /O ^qtr 14 s 20Q. �4 3.Additional temporary bracing b insure stability during construction 2 Design sesumss M.top end bottom chords..forto b.laterally braced at by is the responsibility of the erector.Additional permanent bracing or 2coMin owaNeathing respectively of eptywooledsolwathing(TC)era o theirr (n length ry{ DATE: 11/2/2015 the overafl structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral brad required where shown 0 0 R 1�� p SEQ.: K 15 0 4 8 8 1 4.No load should be applied to any component only after al bracing and 4.8.Designleonom..truse.ethe e veto wduseeof Ise respecros cont.-ed.. nn environment, fasteners are complete and at no time should any loads greater than TRANS I D: LINK design loads be applied to any component. and are for"dry condition.'or use. 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: Design assumes full bearing al al supports shown.Shim or wedge if ye EXPIRES:1 2131/201 5 fabrication,I.ndlhp,ehipment and Installation of component.. 7.Design assumes adequate drainae is prodded. November 3,201 5 a.This design Is furnished subject to theS limitations set forth by .Plates shay be boated on both faces obtuse,and placed so their center TPIANTCA in SCSI,copies of which veil be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sin of plate In inches. MITek USA,Ina./CornpuTrus Software 7.6.6(1L)-E 19.For basic connector plate design values see EBR-1311,ESR-1988(MITek) ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) 866 3- 8=(-256) 209 BC: 2x9 KDDF #15BTR SPACED 29.0" S.C. 2- 3=)-1046) 267 8- 6=(-206) 866 B- 9=) -39) 935 WEBS: 2x9 KDDF STAND 3- 9=( -789) 176 B- 5=(-256) 209 LOADING 4- 5=( -789) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=( 0) 76 TOTAL LOAD = 92.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ B62V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ B62V 0/ OH 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DE FL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.481" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. IL DEFL = 0.017" @ 16'- 0.0" 8-02-12 8-02-12 Design conforms to main windforce-resisting 4-03-12 3-11 3-11 4-03-12 1' system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p IIM-4x4 .' 6.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 4 4--,,, in the plane of the truss only. N_1 M-1.5x3 41M-1.5x3 3 ro on o i 1 2 - 8 11'46 o M-3x4 M-3x8 M-3x4 7 0 y 8-02-12 y 8-02-12 yO) PRofie J. 1-06 y 16-05-08 y 1-06 pl. cc, �i ' GIN ,!0 ... `` 89200PE 'r JOB NAME : 5017-B POLYGON - A2 scale: 0.3101 , An WA 1.Builder O.TN.de gra is b uMupen the enoted 7. ; OREGON _ I4 1.an A and in s r contreaor should be commences. advised or aA General Notes 7.buil building ss is hued only upon the parameters ar shewn and is op an individual *, Truss: A2 and Warnings before construction commences. buAtling componentAppllcebNey of design panmeten and proper A V+ 2.2x4 compression web bracing must be Installed where•hown+. Incorporation orcemponent Is the responsibility of the building designer, ✓0. q „ 2"� 3.Additional temporary bracing to Insure Nobility during construction 2.Design assumes the top end bottom chords to 4 laterefly braced al Is the responsibility of the erector.Additional permanent b,sInp or 2 o.c.and at IP c c.respectively untese braced throughout their length by Jf y DATE: 11/2/2015 the overal structure is therenstbll continuousehgingl or suehlbas acing re vire where serve/or tlrywaA(SCJ. A"/ 8.1110- SEQ.: ( 1 apo ty of building tlestgner. 3,2x Impact bridging or lateral bhang required where shaven�• L V S EQ.: K 15 0 4 8 8 2 4.No load should be applied to any component until after all bracing and 4.Installation of trou Is IM reeponalblllty or the respectNa contractor. fasteners are compete and at no time should any pada greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design load,be applied to any toeperient end are for"dry oondlllsn eta,,. 6.CempuTrus has no control over and assumes no reeponeibiley for the 6.De Nce;�.ssumee full bearing et.8 supporta shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment end Installation or components. ry. 6.This design is furnished eub)ea to the limitations set forth by 8.Plates assumes be loadequate ted enebooth faces of truss,.nd placed so their center November 3,2015 TPYWPCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate sAe of plata In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bash connector plate design values lie ESR-1311,ENR•1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2- 9=(-1556) 7382 9- 3=( -134) 72 7-13=(-392) 1860 BC: 2x6 KDDF #16BTR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=( -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8708) 1942 10-11=(-1624) 7552 10- 4=( -582) 2788 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -6820) 1562 11-12=(-1608) 7450 4-11=(-2524) 576 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=( -6824) 1562 12-13=(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8568) 1924 13- 8=(-1950) 8880 11- 6=(-2354) 548 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-10250) 2268 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=(-1404) 342 @@ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1041/ 4661V -74/ 86H 5.50" 7.46 KDDF ( 625) 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 KDDF ( 625) J,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP Join together 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 1/�/ 9" oc in 1 row(s) throughout 2x4 top chords, 'X`/J(` 6" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 .00 spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. @(�,HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �LLAD S EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.072" @ 10'- 7.3" Allowed= 0.777" MAX TL CREEP DEFL = -0.200" @ 10'- 7.3" Allowed = 1.036" MAX HORIZ. LL DEFL = -0.023" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.050" @ 16'- 0.0" 8-02-12 8-02-12 1 1' '1 Design conforms to main windforce-resisting 3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 1:7' ..S;]Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 4 ( in the plane of the truss only. I I M-3x5 - M-3x5 4 6 3.1" M-3x4 M-3x5 3 B 0 1� M-5x10 M-5x10 rn o A o 1_ 1 I t t A 4 "' ofVI° I*I c l 1 b L i ,0c 9 10 11 12 13 8 0 0 M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 ), l ),+2975# 1 l l y 3-04-06 2-05-14 2-04-08 2-04-08 2-05-14 3-04-06 �' 1O f f7°Fe k 1-06 y 16-05-08 y Co NGIN.e6-- Is)0 4 89200PE ~r"' JOB NAME : 5017-B POLYGON - A3 _ Scale: 0.3195 � ��_ WARNINGS:olderGENERAL tin is unless ese e' 7I A to 7.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h bran individual !+�' OREGON t Truss: A3 end warnings before construction commences. building component.Applicability of design parameters end proper t 2.04 compression web bracing must be Installed where shown*. incorporation of component lathe responsibility of the building designer. /*� SO 14 s 3.Additional temporary bracing to Insure stability during construction 2.Design end at iS the top and bottom chords to be feu holly braced et t Ie the responsibility f Ore ender.Additional m bracing et T ss at sheathing so.reapedtvety unless braced throughout their length by KO'a permanent continuous dgingor such as plywood sheathing(TC)and/or d r...1E134 "f R C']I1 y. DATE: 11/2/2015 the overall structure is the reeponsiblity of the building designer. 3.Or loped bridging or lateral bracing required where shown 4* I�l L+ SEQ.: K1504883 4,Na bad should be applied to any component ceOafter albracing and 5.4.Dotilatienof gn ofttrus Is es r Isththereeresponsibilityusyof dcothe enensporroieeeenvl er. fasteners aro complete and at no time should any loads greeter thanend are hr"dry condition.'of use. TRANS I D: LINK design hada be applied to soy component. 6.Detlgn assumes full bearing at el supports shown.Shim or wedge if 5.CornpuTrus has no control over and assumes no responsibility for thscessary. EXPIRES:12/31./2015 fabrication,handling,shipment and installation ofcomponente. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates ahal be located on both faces of truss,end placed so their center TPIWTCA in SCSI,copies of which WI be furnished upon request. Knee eoindde with(lint center lines. 9.Digits indicate size of plete in inches. M(Tek USA,Inc./ComipuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1317.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-08 6-09-08 ,1_ q I 12 12 6.00 1;7' I IM-4x4 Q 6.00 3 rn M / /////////////////////////////////////////////////////////////////////////////////i///////////////1//// 0 0 M-3x4 M-3x4 1. . l 1-06 13-07 �-��,0r fyQp :9200PE JOB NAME : 5017-B POLYGON - B1 . �.•*".' Scale: 0.5192 4WD APR /'y., WARNINGS: GENERAL NOTES, unless otherwise noted W OREGON j'�a,. 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an individual p OREGt:J1Y '�(/' Truss: 131 and Warnings before construction commences. building semponent.Appbebilly of design parameters and proper 1-.. ,J Ar +.`{,,, 2.2r4 compression web bracing must be installed where shown s. incorporation of component Is the roapomlbNly of the building designer. rQ ' r 1 2 Design assumes the top and bottom chords to be leteraly brand at �� 3.Addlllonsl temporary bracing to Insure stability during construction . is the responsibility of the erector.Additional permanent bracing of 2 mo end et 10.o c respectively unless braced throughout their length by /�yl7 DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 2s Impact sheathingdinan such as edeg requiredplywooe i %ter.)andbr dryvnq(BC). '�.f•w`�F j 3.b Impaa bdtlping or lateral bracing where Nova.. Pl 1 L SEQ.: Ki5 0 4 8 8 4 4.No bad should be applied to any component untl after an bracing and 4.Installation of truss Is the reepansibiliy of the respective contractor. fasteners are compete and at no time Nand any pads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. end era for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibilty for the 6.Design assumes full bearing al an supports Moan.Shim or vedpe If EXPIRES:12/31/2015 necessary. lane design tsn,handling,shipment and InM.Mibn of components. 7.Design assumes adequele drainage is provided. November 3,201 5 6.This dM furnished subject to the limitations set forth by 8.Plates shel be located on both faces of truss,and paced so their center TPWWTCA in SCSI,copies of which all be furnished upon request. Inas coincide with joint center lines. 9.Digits indicate eke of pate In inches. MITek USA,Inc.iComptTrue Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=(0) 319 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-681) 123 6-4=(-27) 512 WEBS: 2x9 KDDF STAND 3-4=(-681) 123 LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 742V -74/ 79H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -139/ 741V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 15'- 1.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 15'- 1.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.035" @ 3'- 7.5" Allowed = 0.455" MAX TC PANEL TL DEFL = 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HORIZ. LL DEFL= 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" 6-09-08 6-09-08 l T -f 12 12 Design conforms to main windforce-resisting 6.00 111,1-9x9 = 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,�,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, < Truss designed for wind loads in the plane of the truss only. 1.1 m m o o cD M-3x4 M-1.5x3 M-3x4 0 J• l y 6-09-08 6-09-08 y l 06 y 13 07 y 1 O6 y �,( NG N F s`r''p 1 4t. :9200P <-. JOB NAME : 5017-B POLYGON - B2 Scale, 0.4067 � /�8. /�'yy., WARNINGS: GENERAL NOTES, unless otherwise noted: P OREGON s.l�,. 1.Builder and erection contractor should be advised of al General Notes 1.This design Ie based only upon the parameters shown and is for an Individual A� Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4-. 1., Incorporation 2.204 compression web bradng moat be Installed where sIncorporation of component Is the responsibility olive building designer. 2 3.Additional temporary bracing to insure stability during construction 2 Design assume.the top and bottom chords to w laterally braced at /Q '9 y 14.v O Is the responsibility of the an de,.Additional permanent bredng of 2'o.c.end at 1 V sc.respectively unless braced throughout Meir length by - DATE: 11/2/2015 the overau structure Is the responsibility of the building designer. 20lep continuous sheathing such l b eAnS rewood uitedsheatwhere s onmo4 arywau(eG). ✓f L`>,R �'� 3.a Impact bridging or Wesel broane requited comers sown�4 �'i SEQ.: Ki5 0 4 8 8 5 4.No load should be applied to any component until ager all bracing and 4.Installation of tons Is the respon&b:Ry of the respective contractor. fadenere are complete and at no tins should any loads greater than B.Design assumes trusses ere to be used Ina non-corrosive environment. TRANS ID' LINK design loads be applied to any component. and era br'dry condition.of use. 5.compuTrus has no control over and aseemee no responsibility for the 8.Desigsw"°toll bearing at al suppose.hoon.Shim on nudge if EXPIRES:12/31/2015. fabrication,handling,shipment and lnatallewn of components. 7.Design sa umes adequate drainage a provided. November 3,2015 8.This design Is furnished subject to the IlmBn atbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIaNTCA In SCSI,copies of which w16 be furnished upon request. Ines colnelde with Joint center lines. 9.Digits Indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E II.For bade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7284 7- 2=( -404) 1942 BC: 2x6 KDDF S5 2- 3=(-6562) 1484 7- 8=(-1542) 7194 2- 8=(-1658) 404 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-6636) 1488 8- 9=(-1066) 5198 8- 3=( -630) 2756 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-6536) 1400 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 7.0" V 5- 6=( 0) 76 10- 5=(-1146) 5654 9- 4=( -142) 370 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+DL( 306.2)= 727.0 PLF 0'- 0.0".TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" TO 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL= 3004.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 618 5.50" 9.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3643V 0/ OH 5.50" 5.83 KDDF ( 625) -',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nits staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.9" oc in 1 row(s) throughout 2x4 top chords, IC OND. 2: Design checked for net(-5 psf) uplift at 29 o a spacing. 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.047" @ 6'- 0.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.133" @ 6'- 0.0" Allowed = 0.844" @©HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.003" @ 15'- 1.0" Allowed = 0.150" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ 15'- 1.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.5" MAX BORIZ. TL DEFL = 0.031" @ 13'- 1.5" 6-09-08 6-09-08 f T T 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting system and components and cladding criteria. 1 ,r f 12 12 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, 3 4.0" Truss designed for wind loads 4- r in the plane of the truss only. 111 r la M-3x5 M-3x4 2 q M-5x10 M-5x10 m _Aliddillillil\St dAllhilkillhhio"ik4 ,iO I 1 7 8 9 10 I o M-3x6 7M-4x4 M-4x8 M-1.5x3 0 y l iron 1 3-05-04 2-06-12 1-07 2-06-12 3-05-04 ly y r 13-07 1-06 `+�y GINE E d> 89200PE �C JOB NAME : 5017-B POLYGON - B3 �/y�(y Scale: 0.3912 s' .. WARNINGS: GENERAL lin I.b, uny upoeieenstetl OREGON 4/ I.Builend W and erectionsrer contractor*raid be nests.advised of all General Notes i.This building ee p based only upon the parameters r eavm and Is for an IntllvWual A- Truss: B3 and Warnings before construction commences. buiding componentApplicability of design parameter.and proper 4- -% ,\\'''' 44.4 2,D 4 compression web bradng must be Installed.here shown e, k eerpontlon of component lathe reepensbuey nits bnistsg designer. ✓O '<I 1.. ' 2 3.Atltlhbnel temporary bracing re Insure stability during oenetrudbn 2.Design assumes the top and bottom chords to be laterally brewed el 7 I.the royrondNllry of the erector.Addemnsl permanent basing of Dec..and et 10 e.c.eneh O respectively unless brewed throughout their length by /�,}.a, DATE: 11/2/2015 the overall structure is the responsibility f the building designer. S Impact ridging or r such as winptywg red required vAereet and/or drywaA(BC). ✓( JL7 ri`��, ty o fe4.in Impact bodging is the pradng ty ty of the Bare sawn contractor.a 7'@ 1-1 F SEQ.: K1504886 4.Nrenaload tarec mbe leteeapplienmanymphel antyagd geaterthand 5. eleAntion strbint re tob bNaltanepedosevirsn redenero are comps.am al no time mould any mad.greater man 5.Design assumes trusses are to be used M e non-corrosive environment, TRANS I D: LINK design mads be applied to any component. end are kr"dry condition"of use. 5.CompuTn,e as no control over end assumes no responsibility for to 8.Design assumes ns bearing at ell sapped.shown.Shim or wedge if EXPIRES:.12/31/2015 2/31/2015 /ebrmatiee,handling,shipment and instalatlon of components. corn nes 7.Pldg"aewb"eadequate drainage facesohuskaprodded. November 3,2015 8.This design is furnished aub)ect m the Iimgeane set fade by 8.Plates Neap be located on both feces of fruM,and placed so their center TPIIWfCA in SCSI,copies of which will be fumished upon request. Anes ceinelde with Joint center lines. S.Digits indicate size of plate M inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connectorMete design sgn vsnss sea ESR-7311,ESP-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-03-09 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1.00 TO: 2x6 KDDF #14BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 412 8- 9=1 -108) 142 8- 1=(-3192) 1070 11- 5=( 0) 476 2x9 KDDF #168TR T1 2- 3=(-1076) 404 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12=(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 4=(-7814) 3158 10-11=(-4096) 9690 9- 2=( -118) 184 12- 6=( -380) 1792 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-9806) 3968 11-12=(-3994) 9474 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2934 12-13=(-2684) 6330 3-10=( -314) 1510 13- 7=( -400) 284 TO LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 1'- 7.0" TO 35'- 3.3" V 6- 7=( -42) 42 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11=( 0) 340 TC CONC LL( 66.0)+DL( 18.5)= 84.4 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"00 00N. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1149/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Jam' ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x.4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed= 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.070" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" •* For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1-06-15�( �( 33-08-05 1-..(b(6-�1(5 15-08-05 ..(( 18-00 ,r 1- 6-15 6-04 6-09-03 6-09-03 6-09-03 7-00-11 T .1 484.40# ' f ' ' 1' 12 6.00 p M-5x6(S) M-4x6 M-3x10 M-3x4 M-3x4 M-3x10 M-1.5x3 M-4x6 3 4 5 6 7 -/ w o o `u 9#t-1.5x3 M- x9 0.2� M- x9 M-3x10 .23 '"� �i y y 4x12 y M-7x8(S) y y NfloFe M- � bIG'4• , / 1-00 8-07-04 8-05-08 8-05-08 8-09 ?'9 l 35-03-04 y 89200PE JOB NAME : 5017-B POLYGON - Dl /� Scale: 0.1165 WARNINGS: 0 Cr oiderGENERAL.Tis design I. unless ootherwise ramet. �� OREGON Z, 1.and W end erection contractor Mould be advised call General Notes 1.ThIs:nu co Is based only upon the parameters shown and la for an individual t Truss: D 1 and VJamin before construction commences binding component.Applicability of design parameters and proper ,v tfi {{{ 2.2i4 compression web bradng must be Metalled where shown*. incorporation of component is the responsibility of the building destpner. "O r 14 s r.© 4 3.Additional temporary bracing to Insure Nebllty during combustion 2.Zestgn and .119umes the lop end bottom chords to be laterally braced at CS,,a lathe re stbl I the erecter.Additional permanent bracing or T cc.and at iP cc reapectl ply unless braced throughout their length by `_ sport my o permane continuous sheathing such as*wood sheathing(TC)and/or drywel(BC). _!E.R 1-1("j ILA- DATE: ; 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown-i-* SEQ.: K 15 0 4 8 8 7 4.No bad should be applied to any component unit ager an bredng and 4.Installation st nation old truss is tht a reespe sIbilltydol the nrre^peatNe contractor.ve fasteners are complete and at no time should any loads greater then and gra assumes dry trusses Ire to be TRANS I D: LINK design loads be applied to any component. 8.Design assumes NII bearing at all supports shown.Shim or wedge If y/ r�(� 5.CompuTroa has no control over and assumes no responsibility for the ceemry. EXPIRES: 12/31/2015 fabrication,handling,shipment and Inetallatlen of components. 7.Design assumes adequate drainage is prodded. November 3,2015 8.Thla design h furnished subject to the Ilmlations set forth by 8.Plates shal be located on both faces or truss,and placed so their center TPIM/ICA In SCSI,copies of which wit be Nmished upon request. line coincide ugh joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic oonnector plate design values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) -567) 173 9-10-) -121) 128 9- 1=(-1605) 389 6-13=(-1221) 378 2x4 KDDF #16BTR T1 SPACED 24.0" 0.C. 2- 3=( 0) 0 10-11=( -959) 3487 1-10=( -343) 1967 13- 7=( -62) 871 BC: 2x6 KDDF SS 2- 4=( -533) 178 11-12=(-1221) 4893 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-3903) 920 12-13=(-1164) 4735 10- 4=(-3149) 821 19- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-9901) 1099 13-19=( -792) 3169 9-11=( -22) 756 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3644) 809 11- 5=(-1052) 289 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -37) 91 5-12=( 0) 231 12- 6=( 0) 313 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -231/ 1975V -86/ 93H 5.500 2.36 KDDF ( 625) 35'- 3.3" -183/ 1987V 0/ OH 5.500 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ++ For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 39'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 39'- 11.80 Design conforms to main n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T 1 '1 3-06-15 13-08-05 18-00 -X01-1?2-05-03� 4-04 6-09-03 6- 1 09-03 6-09-03 7-00-11 4 4 4 4 4 4 T 4 1-07-04 T T 12 6.00 3 M-4x6 M-4x6 2 M-3x10 M-3x4 M-5x6(S) M-3x4 M-3x10 M-1.5x3 4 5 6 7 8 + +g : - ' 12 13 ++14 M-1.5x3 M-3x4 0.25" M-3x4 M-3x10 M-4x12 M-7x8(S) ficL O PA()F • y y ). 1 ). c,� ,..,,,GIN .- 1'f 1-00 00 8-07-04 8-05-08 8-05-08 8-09 y �C\ �, �15) 35-03-04 4t• 89200P,E JOB NAME : 5017-B POLYGON - D2 0 6y,��L Scale: 0.1790 /i7^=-.. /')w WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 'M4, I.Balder and erection contractor should be advised of of General Notes 7.This design Ie based only upon the parameters shown and Is for an Individual OR E:G O1 V 4 Truss: D2 and Warnings before construction commences. balding component.Appikadllty of design parameters and proper I,,. If &, 4s. jr g.la4 compression web biasing mast be installed where shown+. incorporation of component is the responsibility of the building designer. ,/© 41)r' 14, (7'� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom unlesschobrads a be laterally braced at G (s„ Is the responsibility of the erector.additional permanent bracing o/ 7 on.and at t P o c respe55 plywood braced throughout their length by /��. - DATE: 11/2/2015 the overel structure is the r. continuous sheathing such as plywood sheething(TC)andbr drywall(BC). 'I'/,w b 1"'4 I�A responsibility of lin balding destgner. 3.2x Impact bridging or lateral bracing required vnere shown++ 1-5 SEQ.: Ki5 0 4 8 8 8 4.No load should be applied to any component until alter all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK design loads beBodied teany component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no rsaponelbiity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015m. febdeefon,handling.shipment and installation of components. 7. °n assumes Design atled on drainage Is trues.d. November 3,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shall be loafed on both heee of trues.and placed so their center TPgWTCA in SCSI,copes of which will be furnished upon request. Anes coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For t Digits Indicate ccoon ctor flaite ate sign val ) p design values see ESR-7377,ESR-1988(MITek This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-1560) 399 9-10=1 -66) 129 9- 1=(-1428) 389 5-13=(-696) 219 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1340) 403 10-11=1-939) 2299 1-10=1 -306) 1441 6-13=1-124) 737 WEBS: 2x9 KDDF STAND 3- 4=1-2914) 629 11-12=(-525) 2693 10- 2=( -9) 351 13- 7=(-172) 186 LOADING 4- 5=1-2653) 685 12-13=(-517) 2616 10- 3=1-1228) 319 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2101) 557 13- 8=1-590) 2263 3-11=1 -29) 990 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=(-2917) 579 11- 4=1 -393) 139 TOTAL LOAD = 42.0 PIF 7- 8=1-2649) 659 9-12=( -2) 83 12- 5=1 0) 178 NOTE: 2x9 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1968V -141/ 94H 5.50" 2.35 KDDF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP "" For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICON 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 39'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 39'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 T '1 T 4 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 T T T T T T T T 12 12 6.00 17' M-4x6 M-5x6(5) M-4x6 Q 6.00 M-3x4 0.25" M-3x4 3 6 N IP M-3x5M-1.5x3 1 +.m0 1 o MI o N $� lyi \I/4 aY Ir�sl e ' I 9.. 10 11 �2 13 ""8 0 M-1.5x3 M-3x10 M-3x4 0.25' M-3x8 M-3x6 to 0M-( 8) y 5-02 6-10-12 J• 6-09 k 6-10-12 y 9-06=12 y Co,c' ED Pf OF4.615' 35-03-04 / ' �920C?PE c' JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973 4 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 �� N "'r.( It 1.Builder der and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters and is for an individualGO Truss: D3 and Warnings before constructoncommences. butdingcomponentApgkabillryofdesign paramehnand proper 0„� .7 f11) A. 2.2s4 compress.web bracing must be Installed where Mown+. Incorporation of component Is the rosponstbllly of the bolding designer. y 4 2 Design assumes the top and bottom chords to be laterally braced at d 4 3.Additional temporary bracing to Insure stability during construction i f Is me responsibility or IM erodor.Additional permanent bracing of 7 o.c.and at 1P o.c.respectNely unless braced throughout their length by DATE: 11/2/2015 the overall structure is mere responsibility f the b�ldin de 2,4Imp continuous sheathing t i bracing relywood uired g(TC)ownand/4 drywall(BC). M,�fi R 1 spore ly a g signer. 3.b Impact bridging or lateral bndnp required Mere Mown.. 1-1 1.• S EQ.: K 15 0 4 8 8 9 4.No load should be applied to any component until after el bredng and 4.Installation of truss la the responsibility of the respectNe contractor. fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design pads Na applied to any component . N DM9n;;a;condition'.tine;t o.supports shown. or wedge 5.CompuTnm has no control over and assumes no responsibility for the Deign assumes EXPIRES: 12/31/2015 fabricslion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design h furnished subject to the limitations set forth by 5.Plates shall be basted on both races of truss,and placed so their center TPNW1CA in SCSI.ooples of which veil be rumished upon request. linea coincide with joint center Ines. 9.Digits indicate size of plate in holies. MiTek USA.Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ES6.1311.ENR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 494 11-12=1 -67) 129 11- 1=1-1428) 969 15- 9=(-170) 173 BC: 2x4 KDDF #16BTR SPACED 29.0" 0.C. 2- 3=1 0) 0 12-13=1-563) 2299 1-12=( -398) 1991 WEBS: 204 KDDF STAND 2- 4=(-1340) 486 13-14=(-657) 2643 12- 2=1 0) 351 LOADING 4- 5=1-2914) 753 14-15=(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2653) 819 15-10=1-648) 2263 4-13=1 -31) 490 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-2101) 679 13- 5=1 -393) 191 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 5-14=1 -13) 83 8- 9=1-2917) 718 14- 6=( 0) 178 NOTE: 204 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2649) 789 6-15=1 -696) 241 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=1 -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -299/ 1468V -191/ 99H 5.50" 2.35 KDDF ( 625) .. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -241/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 39'- 9.7" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSMir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7-06-15 15-08-10 11-11-11 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-03 4-07 5-01-08 5-07-04 10-00 4 4 '1 4 12 12 3 6.00 p M-9x6 Q M-5x6(S) M-4x6 6.00/M-3\x4 0.2 " M-3x4 /\/\4 M3x51.5x3 rn0IoN 15 +.+10 0 M-1.5x3 M-3x10 M-3x4 0.25" M-3x8 M-3x6 I M-5x6(S) 0 t{, ) PRO s .6 ,6 ,6 .6 ,6 y c ' G1 N E LY. 5-02 6-10-12 6-09 6-10-12 9-06-12 ,' �19 0 y 35-03-09 4t* 00 P E +fir• JOB NAME : 5017-B POLYGON - D4 sale: 0,1723 >;;` /! „..�,.~-Z___ maw CrVP 1.BuWARNilder O.This design unless onthnMse epene ate -yr OREGON / 1.Binder end eroctbn contractor should be advised of al General Notes 1.Thb design Is based only upon the parameters shown end is for an individualv�� Truss: D4 and Warnings before construction commences. building component Applicability of design parameters and proper 4+� 2.2a4 compression web bredne must be installed where shown f-. incorporation of component Is the responsibility of the building designer. /� 2 ) 4 3.Additional temporary bracing to Insure stability during construction 2.Dene assumes me top and bottom chords to be laterally braces el 4 a L. Is the responsibility of the erector.Additional permanent bracing of entity end et i0.o,c,respectively mien braced throughout their length by DATE: 11/2/2015 the sacral structure Is the responsibility f the boldin de continuous sheathinr such l b acingre•hr a where Mo) m, tlrywal(BC), /,�+'ri!"')' t '�, o g designer. 3.Z.impact bridging or lateral bracing required where Mown** !'t 1-1 l.. SEQ.: Ki5 0 4 8 9 0 4.No bad should be applied to any component until after al bredng and 4.Installation°Muss Is the responsibllly of the respective contractor. fasteners are complete end at no time should any bads greeter than 5.Design aswmes trusses aro to be used In a noncorrosive environment, TRANS I D^ LINK design bads be applied to any component and are for condition.of use. 5.CompuTus has no control over end assumes no responsibility ler me 8 Design assumes saumes lull bearing at el supped.shown.Shim or wedge If EXPIRES:12/31/2015 2/31/201 5 ry. G//tl fl� G 5477 /.GU fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage le provided. November 3,2015 8,This design Is furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,and placed so their center TPW/lCA in BCSI,copies of which Mil be furnished upon request. Anes coincide MIN Joint center lines. 9.Digits Indicate alae of plate In inches. MITek USA,Ino/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values gee ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 559 1- 8=(-427) 2151 8- 2=( 0) 269 6-11=(0) 275 BC: 209 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2093) 520 8- 9=(-929) 2198 2- 9=(-962) 191 WEBS: 2x9 KDDF STAND; 3- 4=(-1739) 513 9-10=(-309) 1846 9- 3=(-102) 569 2x9 DF STAND A LOADING 4- 5=(-1755) 518 10-11=(-450) 2252 9- 4=(-232) 117 LL( 25.0)00L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-448) 2255 9-10=(-198) 109 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2692) 572 5-10=(-106) 577 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PIP 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -192/ 1481V -191/ 191H 5.50" 2.37 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.294" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" I Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 13-06-15 7-08-10 13-11-11 1 1 1 1 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 1 1 1 1 1 1 1 12 12 6.00 p M-4x6 M-3x4 M-4x6 4 6.00 3 4 M-3x4 M-3x4 M-5x6 o- rn 4.1 1 *• 8 9 10 11 **7 o I M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 0 0 M-3x5(5) y 6-08-12 y 6-05-04 y 8-06-08 y 6-05-04 y 7-01-08 y � PR oF�S cp 15-03-04 y 20-00 y C.3. . "' rN�e.6 35-03-04 89200PE 1---.. JOB NAME : 5017-B POLYGON - D5 / : Scale: 0.1722 ' Cr.WARNINGS: GENERAL NOTES, unless etheralse noted 7 OREGON V,,.. 1.Builder and erection oontradur should be advised of el General Nobs 1.This design is based only upon the parameters Mown and la for en individual y�' ttit Truss: D5 and Wamings before conatructbn commences. building component.Applicability of design parameters and proper 44. ., '` 2.254 compression web bradng must be installed Mere shown*. incorporation of component is the roaponslbl oy of She balding designer. Obq p 3.AddRbnal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom unlchoess ins to be res helly braced at 14 a v Is the responsibility of the erector.Additional permanent brodng of 7 ex.and at 13 o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)end/or tlrywal(BC). ,10,,,` f'l lj l �; DATE: 11/2/2015 the overall proctors is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required Mere Mown«* 1-1{L SEQ.: Vi5 0 4 8 91 4.No bad should be applied to any component until ager all bredng and 4.Installation of trues Is the responsibility of the respective contractor. (stents aro complete and et no time should any pads greater then 5.Design assumes Inman are to be used ina non-oorrosive environment. TRANS ID: LINK design bads be applied to any component. 6 o<aao adry abNno.l:usupponsahown.shunorN.egeu 5.CompuTrus has no control over and assumes no reeponeibllty for the neces..ry. EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations eat forth by S.Plates Mag Wo be located on both faces of ,and placed so their center TPIMTCA In BCSI.copies of w6bh will be furnished upon request. lines coindde with joint center Ines 9.Digits Indicate Me of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 700 1-10=(-550) 2151 10- 2-) 0) 264 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-2043) 676 10-11=(-551) 2148 2-11=(-462) 176 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 11-12=(-479) 1846 11- 3=(-128) 566 2X4 DF STAND A LOADING 3- 5=1-1734) 643 12-13=(-582) 2252 11- 5=1-242) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-208) 196 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 8- 9=(-2642) 721 8-13=( 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2X4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1981V -141/ 141H 5.50" 2.37 KDDF ( 625) 35'- 3.3" -259/ 1981V 0/ OH 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-06-15 3-08-10 15=11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f load duration factor=l.6, 6-10-08 6-05-04 2-03-03-10-0£-10-0S-03-03 6-05-04 7-03-04 Truss designed for wind loads T f f f f f f f in the plane of the truss only. 13-07-04 14-00 12 M-4x6 M-3x4 M-4x6 12 6.00 35 Q 6.00 M-3x4 M-3x4 2 0, M-5x6 I rno WA o 1 * 10 11 as 12 13 **9 p o M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 0 M-3x5(5) y 6-08-12 y 6-05-04 y 8-06-08 y 6-05-04 y 7-01-08 y• (.,Co ,``4 P of-4,,y 15-03-04 20-00 c.,„,"`, .' ,, 19 s��"Sr' J. 35-03-04 , ...89200PE r JOB NAME : 5017-B POLYGON - D6 sale, 0.1722APS /� '"� /y WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON "i„ 1.Builder and erection contreshout dor should be advised of all General Notes 1.This design is based only upon the parameters shoand Is for an IndIVIdual 14, Truss: D6 and Warnings before con Wudion commences. building component.Applicability or design parameters and proper ,e( '7 �A,2 204 compression web bracing et be Installed where shown*. Incorporation of componem Is the responsibility of the building designer, 9.6 '11- 1 14 v 3.Additional temporary bracing to insure stability during construction 2.Design and 5110umes the tap sot bosom se,chobrds aced o be throughoutaterally braced at Is the responsibility or the erodar.Additional permanent bracing of T a.c. at 1d ox.reapecllvely unless braced their length by DATE: 11/2/2015 the overall structure Is the responsibility of the wilding designer. 24IcontinuousacMdging or such as plywood re uired hats s ownand/-i*dwaA(BC). 'e/ .`��'r 3.2x Impel bridging or lateral bracing required where shown.. L. SEQ.: Ki5 0 4 8 9 2 4.No load should be applied to any component and after all bredng and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be need In a non.00rroaive environment, TRANS ID: LINK design loads be epplied to any component end are Erdty condition"of use. 5.Campine,has no control over and assumes no responeiblify for the S.Design ry.samee MI bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7. S.This desinIsfumiahedwbecttothelimitationssetforth a,Design hedbeelcedoneoth'faceso truss,andnage Is provided. November 3,2015 g ) by B.Plates shall be located on both teas of truss, placed so their center TPI/WECA In SCSI.copies of which aril be furnished upon request. fines coincide with Joint center lines. A Inc./Com Trus SoMiare 7.6.6(11.}.E S,Digits indicate Woe of 801.in Inches. MfTek US W10.For basicconnector plate dengnvetoes see ESR-7371,ESR-1988(block) _I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2510) 599 1- 9=(-906) 2139 2- 9=(-181) 184 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2291) 518 9-10=(-271) 1845 9- 3=( -17) 909 WEBS: 2x9 KDDF STAND; 3- 4=(-1661) 957 10-11=(-289) 1867 3-10=(-644) 239 2x9 DF STAND A LOADING 4- 5=(-1661) 499 11- 7=(-922) 2227 10- 9=(-237) 1089 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 297 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=( -14) 968 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 11- 6=(-267) 184 OVERHANGS: 0.0" 18.0" LL = 25 PDF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.119" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.291" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL= 0.053" @ 39'- 9.7" MAX HORIZ. TL DEFL= 0.088" @ 39'- 9.7" 17-05-04 17-10 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 5-10-05 5-08-09 5-10-05 5-10-05 5-08-09 6-03-01 Wind: 140 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ` / / 1' 'I I I 1' 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 M-4x6 Q 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 9 'f.( -� M-5x6(S) 3.1111'4111111 .4w 0"25" 3 5 +8 M-1.5x3Nolop M-1.5x3 2 + +. 6 0, rn o A o o 1** 9 10 ,r 11 B O II .7M-4x4 M-3x4 0.25" M-3x4 M-3x6 iCD o M-5x8(S) ,v PRQp"1, A c1 y y 1 y y C ;. J• 8-09-08 8-07-12 8-07-12 9-02-04 y y \o N I N E F,Q d� 35-03-04 1-06 { 89200PE ��.. JOB NAME : 5017-B POLYGON - D7 ,/��/rj,riy Scale: 0.1800 ' • ..SO Jy.. WARNINGS: GENERAL NOTES, unless otherwise noted. 90 OREGON l�'Y., 1.Bulder and aredlon contractor should be advlaed of al General Notes 1.This design b based only upon the parameter.shown and b for an Individual Truss: D7 and Warnings before wnatructlon commences. building componentApplicability of design parameters and proper 4,.. \� A. 2.DM compremion web bradng must be Installed where Moven.. incorporation of component is the responsibility of the building designer. •". ''''l�' 1 4 s 2. 4 3.Additional temporary bracing to Insure stability during nnstructhn Z Design assumes Me top and bosom chords to be latently braced at Is the responsibility of the erector.Additional permanent bradng of Z'titin and at as10:a.0.respects plywoodely unless brand throughout their length by - /.,,' ` DATE: 11/2/2015 the overap stn,emre la the raeponslblilty of the building designer. 3.2r Impact bridging orf lateral such b ng required where ehn,on a a• rywag(BCI. -`!r't R I�-'" SEQ. : K 15 0 4 8 9 3 - 4,Na load Mould be applied to any component ante after al bradng and 4.Inetalatlon of truss la the responsibilly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D" LINK design loads be applied to any component. and an or"dry condition.'of use. " 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design:sumes adequate drainage is prodded. November 3,2015 8.This design IM fumlahed subject to the limitations set forth by 8.Plates shall be located on both faces of true.and placed so their center TPIM/ICA Cr SCSI,copies of which nil be furnished upon request. Ones coincide with Joint canter line. 9.Digits indicate eke of plate in inches. MiTek USA,Ino./CompuTrus Software 7,6.6(1L}E IN.Forbesic connector piste design values see ESR-1311,E519-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF @l6BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #16BTR SPACED 29.0" S.C. 2- 3=(-2645) 531 10-11=(-259) 1899 10- 9=( -18) 475 WEBS: 2x4 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1694) 453 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 953 11- 6=(-680) 246 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 475 TOTAL LOAD = 42.0 PSF 7- 8=(-2645) 531 12- 7=(-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ 0H 5.50" 2.67 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 1 1 ' Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. '1 T f T T .' T 12 12 Wind: 140 mph, h=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 6.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .f-,(' in the plane of the truss only. M-5x6(5) ! M-5x6(5) 3. 111 ,40 0.25" 0.25" 4 6 M-1.5x3 le\ M-1.5x3 3 + 7 M M O O 4. 1 1 .25" 12 e cr.:M-3x4 3x4 M-3x6 o 0 Pf�aS M-5x8(S) Pk- ), y y y co G 1 E-C� �/ y y 9-02-04 8-07-12 8-07-12 9-02-04 „x ^ `'" 4ij ��+ . 1. 1-06 35-08 1-06y • .9200PE v JOB NAME : 5017-B POLYGON - D8 _ ,�''� Scale: 0.1680 r.• 4 . WARNING1.Builder O.ThisL deign uNeup ntheparamise to � OREGON Truss: D 8 and W and erection contractor should be advised of all General Notes building design Ip basad only pl cabn the parameters parameters Mown and(s for an Individual yam. and Warnings before construction commenee0. Incorpg component.Anent Is Applicability of design parooft en end proper T^ 2.2a4 compression web bredng musi be Installed where Mown+. Inmrparatmn of component Is the responsibility of the balding designer. ":0i.- P 3.Additional tem 2.Design assumes the top end bottom chords to be laterally braced at 7 �y perary bracing to Insure ateblity during conatrudion T o.c.and at IP o c Coreapecety unlace Dread throughout melt length by f `- Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drymil(BC). ` 4✓f Ui l 1 r DATE: 11/2/2015 the overall tincture Is the responsibility of the balding designer. 3.2a Impact bridging or lateral bradng required where Mown++ 1r{ SEQ.: K 15 0 4 8 9 4 4.No mad Mould be applied to any component until after all bradng and 4.Installation drives is the responsibility of the respective contractor. fasteners ere complete end at no time should any meds greeter than s.Deign assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK deign mads be applied to any component. end are for condition•of use. 5.CompuTrue has no control over and assumes no responalblly forms 8.Design assumes Mt bearing at el supports Moven.Shim or wedge R EXPIRES: 12/31/2015 . . fabrication,handling,shipment and Installation of components. 7.Desigassumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIW1 CA In BCSI,copies of Which all be mmlMed upon request. Anes coincide with Joint center hes. MITek USA,Inc./Com True Software 7.6.6 1L E S.Digits Indicate size of plate In inches W ( )• to.For basic connector plate design values see ENN.1311.ESR-1988(M:Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1563) 4468 14- 3=( -450) 1450 11-21=(0) 246 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5078) 1849 14-15=(-1359) 3844 3-15=(-1167) 418 WEBS: 2x4 KDDF STAND 3- 4=(-3049) 1214 15-16=) -981) 2686 15- 4=( -3) 320 LOADING 4- 5=(-2496) 1160 16-18=( -877) 2227 4-16=( -584) 149 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1717) 622 17-19=( -36) 93 16- 5=( -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -579) 604 19-20=( -785) 2044 16- 6-) -257) 47 TOTAL LOAD = 42.0 PIF 6- 8=(-1750) 623 20-21=( -865) 2295 6-18=( -55) 266 7- 9=( -469) 611 21-12=( -863) 2298 17-18=( 0) 81 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=(-1486) 533 18-19=( -754) 1965 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( -581) 602 18- 8=( -143) 384 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2257) 1058 19- 8=( -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2692) 1039 8-20=( -323) 89 OVERHANGS: 18.0" 18.0" 12-13=( 0) 76 10-20=( 0) 475 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20-11=( -432) 82 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). U'- 0.0" -479/ 1669V -178/ 178H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.198" @ 13'- 7.0" Allowed = 1.737" 15-11-11 3-08-10 15-11-11 MAX TL CREEP DEFL = -0.388" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 4-05-12 1-08-12 ,(2-11-14( 4-03-03 6-03-04 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 2-09 4-05-12 1-03-09 0-11-r15 5-05-09 1 MAX HORIZ. LL DEFL = 0.113" @ 35'- 2.5" 1 1' 1' 1' 4' 4 f--"1 '1 f MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 12-00 12-00 A T ' 1 1' 12 M-9x6 M-3x8 M-9x6 12 Design conforms to main windforce-resisting 6.00 M-3x4 7-. \ Q 6.00 system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 O 6 8 N Load duration factor=l.6, / . TEnud sys erdteiscaled)fa reweinlod dtso wind, M-3x9 4 M-3x4 in the plane of the truss only. 1 M-3x6 3 o M-3x8 /moi �� m 4 P i/' 11 15 • 18 20 o M-5x8 M-3x4 M-3x80 17 r,.� 19 20 21 *SI\3 ` I o M-1.5x3 M-7x8 0.25' M-1.5x3 M-3x6 of o M-3x9+ 0 M-5x8 M-3x9+ M-5x8(S) 43.75 12 l y y l y y y y l c1)0 PRQp ., yos-oy 4-05-12 9-07-0e 2-00-y 9-11-10 5-06-10 5-05-04 6-01-0e � y ,i b c NGINEe roC� � 1-0a-05-08 10-11-12 22-02-12 1-06 .0� y 35-0889200PE r JOB NAME : 5017-B POLYGON - D9 Scale: 0.1433 %i!WARNI � Cr I.Wider O.This le NOTES, unlaoo the ise parameters 7� ,OREGON y'/ 1.Bolder and eroctbn wnhador Would be aMhed dal General Notes 1.This design h based only upon Me shown and Ie for an Individual y�, Y f�' Truss: D9 and Warnings before construction commences building component Applicability of design parameters and proper �} { 1^4 2.Zx/compression web bredng must los Installed where shown e. Incorporation of component Is the responsibility of the building designer. < -II-I' 2p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschoctiveN to braced throughout lahngy braced et ( a jy. by la the respnsibility of me erector.Additional permanent bracing of rminuousd asheathingrsuch as pywood sheathing)TC)nd/or drywall(BC). { `_ DATE: 11/2/2015 the overag structure la the responsiblly of the bolding designer. 3.2x Impact bridging or lateral bracing required where shown** 413 R 1 0" SEQ.: K1509895 a.No bad ehouldbeapplied foany component ntNaveralbradngand 5.4. lnaoewmtrssisthhe �wbiu.yya.�o��oe•nlrator.n.nt. fasteners are complete and at no time should any loads greater thanDesign magn bads be applied to any component. and are for"thy condition"of use. TRANS I D: LINK 5.compuTnis has no control over and assumes no responsibility for the 8.Design assumes NI lova ng at aN supports shown.Shim or wedge If EXPIRES:12 /31/2015 fabrication.handling.shipment and installation of components. 7.Designssumes adequate drainage is provided. November 3,2015 5.This design is famished subject to the limitations set forth by 8.Plates shag be located on beth fares of truss,and placed so then center TPIMTCA in SCSI,copies of which wig be furnished upon request. Anes coincide with joint canter lines. 9.Digits indicate size of plate in inches. MTek USA lcc./CompuTrus Software 7.6.7(1L)-E 19.For basic connector plate design values see EBR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1052) 4460 14- 3=( -291) 1448 20-11=(-409) 142 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5070) 1274 14-15=( -917) 3837 3-15=(-1153) 311 11-21=( 0) 246 WEBS: 2x4 KDDF STAND 3- 4=(-3053) 839 15-16=( -628) 2692 15- 4=( 0) 319 LOADING 4- 5=(-2489) 781 16-18=( -577) 2335 4-16=( -609) 171 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-2163) 728 17-19=( -27) 102 16- 5=( -248) 894 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 5- 7=( 0) 0 19-20=( -566) 2244 16- 6=( -499) 219 TOTAL LOAD = 42.0 PSF 6- 8=(-2329) 790 20-21=( -599) 2303 6-18=( -27) 250 8-10=(-1933) 677 21-12=( -597) 2306 17-18=( 0) 81 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19=( -543) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2247) 718 18- 8=( -59) 178 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2699) 732 19- 8=( -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 76 8-20=( -453) 166 OVERHANGS: 18.0" 18.0" 10-20=( -113) 647 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '. For hanger specs. - See approved plans 0'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -340/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -I'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" -06-07 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 13-11-110 7-08-10 13-11-11 MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 2-09 4-05-12 4-05-12 1-08-12' 4-08-11 2-11-152 03-03 5-05-04 6-03-04 l T 1' 1' 1f 1 f 1 T T 12-00 12-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-3s4 9 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-3x8 M-4x6 '716.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 8 0load duration factor=1.6, .r _ End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 4 M-3x9 1 M-3x6 3 m M-3x8 �- , .•1 11 15 • 18 nn 0 1 M-5x8 M-3x4 M-3x80 17 19 20 21 •> 3 I I M-1.5x3 M-7x8 0.25" M-1.5x3 M-3x6 I o M-3x4+ o 0 M-5x8 M-3x4+ M-5x8(S) d 3.75 12 k y y y y y ,L y )' ,c o P R pfieh y 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 y y �"� ,,,*6 IN �S! 1-06?-05-08 10-11-12 22-02-12 1-06 CZ` ` 415) 1. y 35-08 y �.' :9200PE 9i"' „ 011,JOB NAME : 5017-B POLYGON - D10 ,�''... Scale: 0.1433 Cii ll' Jy., VP BuWARNINGS: GENERAL NOTES, udeupotherwise par noted ' ' 4 OREGON 4aK, 1.Bolder and erodlon contractor shoo'be advised of a8 General Notea 1.This design Is bawd one/upon the parameters shown and Is for an Individual 4 ^ yam_ Truss: D10 and Warnings before mnatruabn commences. building component.Appllaabl'y of design parameters and proper V 2.2s4 compression web bracing must be Installed where shown e. Incorporation of component is the neponelbllly of the bolding designer. 2 3.Additional temporary bracing to Insure debility during construction 2.Design mamma the top and bottom chords to be'Merely braced at +� 'l 14 s 4 Is the reapondblly of the erector.Additional permanent bradrg of Z o.c.and at 10 c.c.reapedbely unless braced throughout their length by 4,), IO- DATE: 11/2/2015 the overall structure Is the respondbllty of the building designer. continuous sheathing such as adng replywood airedsheatidlers)arW/or tlryweu(eI). "•! *`. F {( 11 3.2x Impact bridging or lateral brodnp required where shown.. 1-1 1 L SEQ.: Ki5 0 4 8 9 6 4.No bad should be applied to any component until after all bradsg and 4.Installation of tans Is the responsibility of IM respective contractor. fasteners aro complete and at no time should any bade greeter than 5.Design assume.trusses are to be used In a noncorrosive environment, TRANS I D: LINK design leads be applied to any component and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Des ign assumes SO bearing et all supports shown.Shim or wedge If EXPIRES'12/31/2015 2/31/201 5 fabdaatlen.handling,shipment and matallation of components. 7.Dad a sumes adequate drainage Is provided. November 3,2061/5t r n L�7 d C/x,21 L V 8.This design Is famished subject to the limitations set forth by 8,Plates ahall be Ionated on both faces dimes,and placed so their center TPW1'ICA In SCSI,copies of which nil be furnished upon request. Ines coincide with joint canter lines. 9.Digits Indicate size of p"m Inches. MITek USA,IRC./COmpUTrus Software 7.6.7(11}E la For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-969) 9461 11- 3=( -265) 1448 16- 7=(-147) 150 BC: 2x9 KDDF 1t1&BTR SPACED 24.0" O.C. 2- 3=(-5071) 1108 11-12=(-896) 3838 3-12=(-1154) 306 7-17=(-452) 128 WEBS: 2x9 KDDF STAND 3- 4=(-3059) 694 12-13=(-599) 2693 12- 4=( 0) 319 8-17=(-116) 649 LOADING 4- 5=(-2490) 628 13-15=(-424) 2336 4-13=( -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2164) 598 19-16=( -20) 102 13- 5=( -199) 899 9-18=( 0) 246 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2330) 638 16-17=(-408) 2245 13- 6=( -506) 170 TOTAL LOAD= 42.0 PSF 7- 8=(-1935) 543 17-18=(-968) 2308 6-15=( -18) 239 8- 9=(-2249) 568 18-10=(-466) 2311 14-15=) 0) 81 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2703) 593 15-16=( -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=1 -35) 159 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 139H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.199" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11-11-11 11-08-10 11-11-11 load durationcarezex.o, End vertical(s)) are exposed to wind, T T '' I Truss designed for wind loads 2-07-04 9-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. 12 12 6.00 , M-9x6 M-3x4 M-3x8 M-4x6 Q 6.00 ` 7 M-3x4 ,y M-3x4 0 o M-3x6 co o 24 "TT. 15: '� iii $f M-5x8 M-3x9 M-3x80 14 16 -- 1e *ao- o oI I M-3x4+M- ,M-1.5x3 `^ M-7x8 0.25" M-1.5x3 M-3x6 0l od 3.75 M-5x8 M-5x8(S) lFe 12 l l l l l l l l ,<(.. < 6151 J. y-o7-oy 9-05-12 9-05-12 2-oo-oy 5-01-06 5-04-14 5-05-04 6-01-08 l \. GINEc f Q 1-062-05-08 10-11-12 22-02-12 l .4t. B S D P E ..e... 35-08 JOB NAME: 5017-B POLYGON - D11 "'..+� �I Scale: 0.1593 W ��Q� `i/ CC WARNINGS: GENERAL NOTES, unless otherwise noted �/f N V 1.Balder and eredbn contredor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and Is for en Individual ;'O t7 1.- e n�% Truss: D l l and Vyersings before construction commences. balding component.Applieeblllry of design parameters end proper 7 6 {� 2.2c4 compression web bracing meet be installed where shown+. Incorporation of component le the reeponsiblllty of the building designer. v 3.Additional temporary bracing to Isar.stability during construction Z.Design assumes the top and bottom chords to be laterally braced sl R. L\- Is the responsibility of the erector.Additional permanent bracing of P o.c.end al 70'oats respectively unless braced throughout their length by DATE: 11/3/2015 the overall structure Is the ra eiblity of the building designer. continuous sheathing or soer as plywood air shea when.s and/or 0 erywegec). awns 3.z.Imp.d bridging or lateral bradng required where shown++ SEQ.: Ki5 0 9 8 9 7 4.No bad should be applied to any component amt after all bredng end 4.Installation of truss le the responsibility of the respedNe contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-connive environment and ere for condition'.of use. EXPIRES:12/31/2015 TRANS ID: LINK design bads be applied to any component. 5.CompuTrua has no control ever and assumes no responsibility for the S.Dselpn�wmea full bearing al all supports shown.Shim or wedge if November 3,2015 fabrication,handling,shipment end installation of components. nae min 7.Desi Design aawmel adequate othlfage is provided. 8.This designb furnished miehed subject to the limitations set froth by S.Plates shall be located on both hese of iron,and placed so their center TPbINTCA in SCSI,copies of which will be furnished upon request. lin.coincide with joint center lines. 5.Digits indicate size of plats in Inches. MITek USA,Inc./CompuTrus Software+7,6.6SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7883(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=(-1325) 9578 13- 3=) -379) 1482 10-19=(-170) 817 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-5185) 1510 13-14=(-1154) 3940 3-19=(-1291) 456 19-11=( -18) 131 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 900 14-16=(-1037) 3871 19- 4=) -169) 945 2x9 KDDF #16BTR A LOADING 4- 5=( 0) 0 15-17=( -51) 192 14- 6=(-1329) 411 LL( 25.0)001) 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-2713) 899 17-18=( -873) 3425 6-16=( 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=) 0) 79 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3088) 958 19-12=( -657) 2262 16-17=( -821) 3247 8-10=(-2235) 709 16- 7=( -185) 502 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 0 17- 7=) -299) 171 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=(-2550) 760 7-18=( -936) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2658) 801 18- 8=) -5) 351 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-1065) 328 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.69 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 8.0" -293/ 1998V 0/ OH 5.50" 2.40 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL= 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL= 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) areexposed to wind, 9-11-11 15-08-10 9-11-11 Truss designed for wind loads 1' T '1 T in the plane of the truss only. 2-07-04 4-11-08 2-04-15 3-07-05 5-01-04 4-08-08 2-03-0T-04-15 3-07 3-11-12 4 4 f T 4 4 4 T 4 4 T 12 12 6.00 • D M-5x64/ M-3x5 0. M-58(S) M-3x4 M-4x6 Q 6.00 • 6 25" 8 f 1 o M-1.5x3 o M-3x8 1 `O oo rn M-3x10 y' __. m m 0 0 - ie}i- ,,' k-4 .s.:„5!".4'113 M-6x8 14 r- 16: � Y -�. .: o I o M-3x8 o LS 17 is 19 .1r1.2 0 o M-3x4+x9+ o ld-1.5x3 M-3x10 0.25" M-3x8 M-3x6 01 o 43.75 M-5x10 M-5x6(5) p,/� [� 12 4(0- (-On PR 0 .z.. 2-07-04y 4-11-08 y 6-00-04 y 5-01-04 y 4-08-08 y 4-08-08 y 7-06-12 y ��3 A IN.E R �/` 1 l ), ). Ctr 1-062-05-08 10-11-12 35-08 22-02-12 y4v 89200P E 'a"�_,,., JOB NAME : 5017-B POLYGON - D12 em1411111P41177Cr Scale: 0.1597 le `K,. WARNINGS: GENERAL NOTES, unless otherwise noted: 7J Y[OREGON Ltd 1.Builder and erection centrador should be advised of a1 General Notes 1.This design is based only upon the parameters drown end Is for en Individual i+ I t^+., Truss: commences. Applicability of design parameters and proper `+t• 2,2o4 compression web bradng must be installed when shown+. incorporation of component la the respnneibllty of the building designer. r Z 3.Addbonal temporary bracing to Inca stability during construction .Design anima.the tap end bottom chords to be telerally braced at 4414�.s R 1 O+ Is the roaponstdllly of me ander.Additional permanent bracing of T o.e.and et 10 e.e.respecth'ely unNss braced throughout their length by ((;;f^� �•+ DATE: 11/3/2015 the overall structure Is the re dblof the building designer. 2s Impact uc bridging or later l b lgipingotl sheathing(TC)whereshown 4r drywal(SC). spo" fo/ g 3.2s Impact Mdging or lateral bradrp required where shown++ SEQ. : El5 0 4 8 9 8 4.No bad Mould be applied to any component until after el bradng end 4.Installation of buss Is the responsibility of the respectNe antrador. fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used is a non-corrosive environment EXPIRES: ^/ 1/ 01 5 TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. '2V 5.CompuTnn has no centro)over and assumes no responsibility ler the S.Design assumes NII bearing at al supports shown.Shim or wedge If necessary. November 3,2015 Nbdoetbn.handling,shipment and installation of components. 7.Design names adequate drainage Is provided. S.This desgn Is furnished cabled to the limitations set forth by S,Plates steal be bated on both faces of truss,end placed so their center TPIANTCA In 8051,copies of which MI be furnished upon request. Ines coincide with joint center Imes. g.Digits Indicate eke mistedruches. MITek USA enc./ComPuTrus Software 07.W.65P2 1L'E 1For bnkcr piste design values es sea E5R43/1,ESR-19138(MITdk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DEF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-1130) 4578 11- 3=1 -314) 1482 16- 7=( -11) 351 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2- 3=(-5185) 1273 11-12=( -986) 3940 3-12=(-1241) 452 7-17=(-1065) 286 WEBS: 2x4 KDDF STAND; 3- 4=1-3059) 710 12-14=( -826) 3871 12- 4=1 -138) 945 8-17=( -152) 817 2x4 KDDF #16BTR A LOADING 4- 5=(-2713) 685 13-15=( -42) 192 12- 5=1-1329) 367 17- 9=( -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3843) 963 15-16=1 -711) 3425 5-14=( 0) 286 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3088) 788 16-17=1 -641) 3060 13-14=1 0) 79 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=1-2235) 573 17-10=( -542) 2262 14-15=1 -668) 3247 8- 9=(-2550) 608 14- 6=( -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=1-2658) 659 15- 6=1 -294) 161 NOTE: 2x4 BRACING AT 24"OC UON. FOR 6-16=) -436) 89 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -241/ I675V -82/ 90H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -178/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) en For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 19-08-10 7-11-11 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 3-07 3-11-12 4 T T 4 T 4 4 4 T 12 12 6.00 M-5x6 M-3x5 M-5x8(S) M-3x4 M-4x6 Q 6.00 0.25" JO ,-1 X+ 44,444.14,444444,44 N. M-1.5x3 of M-3x6 • ` co M-3x10�,� = k- I %" M-6x8 12 r 1 14•_- A -= �: o M-3x8 J�- 13 15 16 17 * 10 0 M-3x4+ M-1.5x3 M-3x10 0.25" M-3x8 M-3x6 1 0 0 , 3 75-3x9+ o M-5x10 M-5x6(S) o 12 1.60 PnOpe y y l l y 1 y l y 2-07-04 4-11-08 6-00-04 y 5-01-04 4-08-08 4-08-08 7-06-12 y \�J , `9 . 1-062-05-08 10-11-12 22-02-12 y 89200PE C,,, 35-08 JOB NAME : 5017-B POLYGON - D13 ..1.0. }�yy Scale: 0.1618 OP.P�yr v., V„" WARNINGS: GENERAL NOTES. unIessothomelsenoled ,74. if�AOREGON @t 1.Bugler and erection seetredor andd be advised of all General Notes 1.This design is based only upon the perametere shown and is for an Individual �,.0 'T � ' �� Truss: D13 and Warnings before construction commences. building component.Applicability of design parameters end proper �y 2.204 compression web bracing enact be Installed wren shown 4. Incorporation of component b the responsibility of the building designer. V 3.Addttlonal temporary bracing to Insure stability during construction 2 Design assumes the top end bosom chorda to be h[enity braced et �R I�t jJ Is He eeeponelbHNy of Me erector.adde:enel permanent bracing of 7 c.c.end al 19 o.c,respectively unless braced throughout Meir length by �"' DATE: 11/3/2015 the overall structure is the responsibility of the build) continuous eheatglor such l bs edeg rewood sheathing(TC)shorn 4r drywel(BC). ng designer. 3.ZS Hoed bridging or lateral breane required where siwWo.. S E K 4.No load should be applied to any component anti after all bracing end 4.Installation of tuna le the responsibility of the respective contractor. 4 15 0 4 8 9 9 fasteners are complete and at no time should any bads greater than S.Design alums trusses ere to be used lea noncorrosive environment EXPIRES:12/31/2015 TRANS ID: LINK design bath be applied to any component. end are for'Wry condition"of use. 5.CompuTrushes nocontrol over and assumes noreeponeibllityfor the 8.Designaesumaefull bearing atail supports shown.Shim orwedge ll November 3,2015 neceettary. fabrication.handling,shipment and Installation of components. 6.This desi n is Nmished subject to the limitations eat forth 7.Design shell seed o ne bothWodrainage n bprseed. g by 6,Metes shell be located on heed abuse,and placed as their center TPIM/TCA In BCSI,copies of sNob will be furnished upon request. Anes coindde With Joint center lines 9.Digits Indicate size of plats In inches. MITek USA,Int./CompuTrue Software+7.6.6SP2(1L)"E 10.For basic connector plate design valuee see ESR-1311,ESR-1988(MITA) This design prepared from computer input by III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00I' TO: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-11=(-3179) 8910 11- 3=) -932) 2860 16- 7=( -862) 584 BC: 2x4 KDDF #1613TR 2- 3=(-10108) 3986 11-12=(-2756) 7674 3-12=(-1188) 314 7-17=(-1428) 572 WEBS: 2x4 ROOF STAND; LOADING 3- 9=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -796) 2229 17- 8=( -126) 859 2x9 KDDF #1&BTR A LL =25 PSF Ground Snow (Pg) 9- 5=( -6370) 2414 13-15=(-9672) 11628 12- 5=(-3670) 1600 8-18=(-3398) 1912 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9748) 3868 19-16=( -378) 936 5-13=) -369) 1219 18- 9=( -492) 1812 TC LATERAL SUPPORT 0= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 8.0" V 6- 7=(-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=(-5682) 2359 BC LATERAL SUPPORT <= 12"OC. SON. BC UNIF LL( 0,0)+DL( 90.0)= 90.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=( -8396) 3438 17-18=(-3356) 8259 6-15=) -74) 509 19-10=( -300) 220 8- 9=( -5230) 2168 18-19=(-2068) 5038 14-15=( 0) 118 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -49) 46 15-16=(-3500) 8708 NOTE: 204 BRACING AT 24"OC SON. FOR 15- 7=) -778) 1959 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 KDDF ( 625) `* For hanger specs. - See approved plans ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I I Attach 2 ply with 3"x.131 DIA GUN nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 I 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed= 0.150" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed= 0.200" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.565" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -1.067" @ 13'- 7.0" Allowed= 2.317" I MAX HORIZ. LL DEFL = -0.179" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFAS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 q 29-08-05 2-07-M4-11-08f-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 T 'r 43209 ' 12 6.00 p M-5x8(S) M-5x8 M-3x6 M-3x6 M-3x4 0.25" • M-3x6 M-3x8 M-1,5x3 o M-3x8 0I f � : 111111111 I o n7-5x8M31� o � • ,o o 1 M-11'5x3 M-41140 M-39,6 M-38' "' 1 1 M-3x4+ 0.25" 0 o M-3x4+M-3x10 o M-7x12 a 3.75 M18HS-5x16(S) { � P R OF4-',e, 12 S. l l l l l l l 1 y `CO NGINEk- f, 2-07-T4-11-084-00-02 9-oo-02y 5-01-09 5-07-05 5-07-05 5-09-01 l 'AI {G R 1,, 1-0605-08 10-11-12 22-02-12 y +9200PE St*s 35-08 .ot ' 44 JOB NAME: 5017-B POLYGON - D14 Scale: 0.1094 WO '/tI WARNINGS: OENERAL NOTES, unless otherwise noted 1.7/y_ ,,©II E:GON 1Gunder and erection contractor should be advised old General Notes 1.This design H based only upon the psremeters shown end Is for an individual . vj. .Cr l � Truss: D 14 and VJamings before construction commences. building component.Applicability of design parameters and proper T � 14 2.2x4 compression web bracing must be Installed where shown+. marporetbn of component le the responsibility of the balding designer. 3�.., s 3.AddSonel temporary bracing to Insure debility during construction 2 DeelI assumes the top and bottom chords to he laterally braced at R.i t-\- Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c reapectsehy unless braced throughout their length by DATE: 11/3/2015 the overal structure l the recontinuous sheathing such l bracing heathI where se sdror drywall(BC). responsibility of the building designer. 3.2a Impact bridging or lateral bracing required shoot++ SEQ. : Ki5 0 4 9 0 0 4.No bad should be applied to any component until after all bracing and 4.Installation eltons is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tunes are to be used Ina non.corro.lve environment EXPIRES:.12/31/2015 . pads be applied to anycomponent, and are for"dry condition.of use. TRANS ID: LINK design ppoompone Design assumes g. supports dg. 5.CompuThua has no control over end abYmes no responsiblkly for the 8.Deal full bearing t al eu rte shown.Shim or wedge if November 3,2015 necessary. fabrication,handling,shipment end Inetalistiun of components. 7.Destgn assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B,plates shall be located on both faces of truss,and placed so their anter TP1'VITCA in SCSI.copies of which oil be furnished upon request. lines caindde with joint center lines. 9.Digits 1ndlwe ate of piste m inches. MTek USA,Inc./CompuTrus Sofivare+7.6.6SP2(1L)-E 10,For basic connector plate design values see ESR-1311,E513-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-4685) 1604 1-10=(-1402) 4140 10- 2=( -558) 1745 6-15=(-1739) 687 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4140) 1998 10-11=(-2367) 6584 10- 3=(-2827) 1116 15- 7=( -354) 1217 BC: 2x6 KDDF SS 3- 9=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-8431) 3098 12-13=(-3264) 8949 11- 4=(-1734) 687 16- 8=) -558) 1745 LL = 25 PSF Ground Snow (Pg) 5- 6=(-8431) 3098 13-14=1-3269) 8944 4-12=( -122) 606 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-6816) 2981 14-15=(-3029) 8315 12- 5=( -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.9)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 7- 8=(-4140) 1448 15-16=(-2367) 6584 13- 5=( -1) 291 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 19'- 11.0" TO 23'- 9.5" V 8- 9=(-4685) 1604 16- 9=(-1902) 9140 5-14=( -585) 241 BC UNIF LL( 0.0)+DL( 29.4)= 29.9 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6=( -122) 606 NOTE: 2x9 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" 0'- 0.0" -788/ 2969V -28/ 286 5.50" 3.95 KDDF ( 625) 23'- 9.5" -788/ 2969V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1, 9: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.374" @ 11'- 10.7" Allowed= 1.144" MAX IL CREEP DEFL = -0.744" @ 11'- 10.7" Allowed= 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 9.0" MAX HORIZ. TL DEFL = 0.122" @ 23'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3-10-03 16-01-02 3-10-03 T 1 f 1' 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 ,y 3-03-04 T f +118.80# 1' 1' 1 ' 1' +118.80# T 12 12 6.00 'S:16.00 M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 i 4 T2 S 6 7 - Ln or I I O MO 1004 NM*. PIP4------------------C ---------------n-------'-------T-------r-----bl: '"- O X- 1 10 11 1213 14 15 16 9 o Io M-3x6 M-3x4 0.25" M-3x4 M-3x6 o t M18HS-7x14(S) 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 �4� t�, p C� 14GIN4, el y 23-09-08 y 87�Vr GZki �C- JOB NAME: 5017-B POLYGON - Cl -«'*"" . ;10 ' �y., Scale: 0.2737 Cl. WARNINGS: GENERAL NOTES, unless otherwise noted: 7G "4 OREGON. �b A. 4' I.Guider and erection comredor should ba advised of al General Notes 1.This design is Weed only upon the parameters shown and la for en Individual 4 GW �4- Truss: Cl and Warnings before construction commences. balding component.Appllablllty of design parameters and proper © 1 4, 2.504 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the balding tlastgner. (J. 3.AddebnaI temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be lelengy bead at fi s.s.R t t_� jyr Is the responsibility of the sector.Additional permanent bracing of 2.o.c.end et I V o.c.respectively unless broad throughout their length by f'�{ DATE: 11/3/2015 the overall shooting Is the reepondblity of the building designer. 3.20 lmcontinpad bridging oruous laterallateral brsuch as adng requwood ired where hsotand/or sryvrell(BC). SEQ.: K 15 0 4 9 O 1 4.No bad should be applied to any component antl alter al bradng and 4.Installation of.sr lath.apooflnlblbe llyNe.e respective pe tsar e.l i oar. �( [7 [ f� (� fasteners are complete and at m the,head any bads greats than and Desiere for"dry condglan'of use. EXPIRES:12/3.1./2015. TRANS I D: LINK design bads be applied to any tamponed. 8.Design assumes full bearing at el supports shown.Shim or wedge if 5.CompuTrus has no control over and names no reeponsibility for themmwhy. November 3,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both races oilcan,and placed Is their center TPI'MCA In SCSI,copies°/which elI be furnished upon request. Ines alnode with joint anter linen 9.Digits Indicate eine of plate in Int es. MITek USA,Ino./CompuTrus Software+7.6.6SP2(1L)-E 10.For basic connector plata design values see ESR-1311,658-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 5S; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 1- 2=(-18780) 4974 1-11=( -4305) 16455 11- 2=( -2235) 8652 16- 7=( -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-16455) 4395 11-12=( -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2877 BC: 2x6 DF 2400F 3- 4=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x4 RODE #1&BTR LOADING 4- 5=(-35790) 9561 13-14=(-10245) 38592 12- 4=( -9660) 2640 LL = 25 PSF Ground Snow (Pg) 5- 6=(-35589) 9501 14-15=(-10245) 38592 4-13=( -960) 4287 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0B-V7=(-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 2640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 3.0" TO 27'- 3.0B-V9=(-20325) 5313 17- 9=( -4590) 17811 5-15=( -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 3.09-Y0=( 0) 75 15- 6=( -993) 4398 BC UNIF LL( 425.0)+DL( 289.0)= 714.0 PLF 7'- 0.0" TO 27'- 3.0" V 6-16=( -9876) 2700 JT 9: Heel to plate corner = 2.75" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX BORE BRG REQUIRED BAG AREA TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" 0'- 0.0" -2438/ 9326V -48/ 38H 5.50" 13.92 DF ( 670) Attach 3 ply with 3"x.131 DIA GUN 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL \/�/�/ 9" oc in 1 row(s) throughout 204 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. /X\/AA 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 Pew(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.463" @ 13'- 7.5" Allowed= 1.317" MAX TL CREEP DEFL = -1.098" @ 13'- 7.5" Allowed= 1.756" MAX LL DEFL = 0.001" @ 28'- 9.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.001" @ 28'- 9.0" Allowed= 0.200" MAX HORIZ. LL DEFL = 0.098" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.189" @ 26'- 9.5" @@ HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. VERIFY HANGER ADEQUACY PRIOR TO FABRICATION. HANGER BY OTHERS. Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 4-00 19-03 4-00 '1 T T T 4-00 1-10-04 3-09-12 3-11-08 3-11-08 3-09-12 1-10-09 4-00 T 4128#' f ' '1 ' 4128# f 12 12 6.00 D M-5x8 M-7x8 Q 6.00 M-6x8 M-3x10 M-3x8 M-3x10 -M-6x6 2 3 4 5 6 7 8 o M-5x12 / / M-5x12 0 I I 11. 12 13 2 3 15 5 17 9 0 p O e•,RQj I M-5x8`" M-7x8 0.25" M-3x6 M-9x6 M-5x6=M-6x6 I �/ o o MSHS-9x18(5) co ,vG,NE / *2933# \ .i � � y 1 y y y l y y ,....,14./ 9-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 9-00 ' 7 y ,, ,, 89200- r- 27-03 1-06 • /r -0 .... 0 JOB NAME: 5017-B POLYGON - E1 AAOPPIScale: D.1553 i� WARNINGS: GENERALNOTES, unlessotherwlsenoted 'Y OREGON ion 24 1.Builder and eredlon contradnr should ba advised of al General Notes 1.This design la based only upon the parameters shown end 4 car en individual �+� 1?i.- '14 SC) t.y u`� �'�r Truss: El and Warnings before construction commence, building component.Applicability of design paremeten and proper _7 T . 2.34 compression web bracing must be[Walled cabers shown+. incorperedon of component Ie the respenibuity of the building designer. /�a/� 3.Additional temporary bracing to Imre etabil8y during eonatrudbn 2.Design assumes Sre top end bottom chords to be laterally braced at =I w`sem.R I\_� Is me responsibility of me erector.Additional permanent bracing of T rte.end et 1d o.c.respectively uNees braced throughout their length by /"f DATE: . 11/3/2015 the overall structure Is the responsibility or the building designer. continuous t sheathing such as aciplyng re airedWeatwise s and/or drywaN(BC). 3.2s Impact bridging or lateral bracing required where shown•+ SEQ.: Ki5 0 4 9 0 2 4.No wed should be applied to any component ural alter all bracing and 4.Inetelatlun of buss is the rosponsiblllty of the respective contractor. �/ y q fasteners are complete and at no time Mould any wth ads greater an B.Design assumes trusses are to be used In a non-corrosive environment EXPIRES: 1 (31/ZD1CJ design wads be applied tc any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes bearing at all supports shown.Shim or wedge if 5.CompuTma has no control over end assumes no responsibility car the nenassry. November 3,2015 fabrication,trending,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plate.shall be located on both faces of tons,end pieced es(heir center TPIN6TCA In 5151.copies or which vol be furnished upon request. Ines coincide with joint center Ives. M(Tek USA,Inc./Com Trus Software 7.6.7 1L E B Digits waken eke of pieta In Ionincvat W ( 1.Fortssicconnecterplatsdesignvelws see ESR-1311,ESR-1888(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDI'/Cpl=1.00 TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-76) 27 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -46/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o 0 I o I -r CD m I 2 304 0 1 M-3x4 1 ,1 l 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 �`.. 1NG`PE.FR `r/0 - ` i. 89200PE < JOB NAME : 5017-B POLYGON - EJ1 „ � Scale: 0.6861 ".a.✓; ♦ ',J^-✓" WARNINGS: GENERAL NOTES, unless otherwise noted W �� "�4� I.Balder end erection contractor should be edvhed of al General Notes I.This design Is based only upon the parameters shown and Is for an individual Truss: EJ1 and Warnings before consbuctIon commences building component.Applicability of design parameters and proper �^. 1, AS\ A. 2.Die compression web brodng must be Installed where shown.. incorporation of component Is the responsibility of the balding designer. �.r 2. .4 3.Additional temporary bating to Insure stability during construction 2.Design assumes the top and bottom chords to be lalarely braced at �� 14 a Is the responsibility of the erector.Additional permanent bracing of T o.c.and al 70'o.c,respectively es ply unless braced throughout their length by DATE: 11/2/2015 the overal structure Is the reeponaibllty of the building designer. 3.Is lop d bridging sheathing or Wer l b acing requirede a where sown sr drywel(BC). M+' ]l"]IO- DATE: �y; pe dg g or lateral billing where Morn.. `'E Il SEQ.: K 15 0 4 9 0 3 4.No bad should be applied to any component ural ever all bracing and 4.Installation of truss is the responsibility of the respective contractor. _ fasteners are complete and et no time should any bade greater than 5.Design assumes trusses are to be used in a nonconosive environment. TRANS ID• LINK design bads be applied to any component. and aro for"dry condition.'of use. 5.CumpuTrus has no control over and assumes no responsibility for lha 6.Mesi�'�awmes full bearing et all supports shown.Shim or wetlge 11 EXPIRES:12/31./2015 fabrication,handling,shipment end installation of components. 7.Design assume.adequate drainage I.provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by S.Plates shag be located on both faces of truss,and placed es their center TPWOTCA In BC91,copies of which null be furnished upon request Inas ccinnds with joint center lines. 9.Digits Indicate Ws of plete H Inches. MITek USA,Ina./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) 8'- 2.8" -10/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP f g net(-5 L.OND. 2: Design checked for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 12 3 -./ 6.00 MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" MAX HORIZ, TL DEFL = -0.001" @ 8'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),0P. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o, 0 ut oI rn CI' c Mil0 i 1�. 4.02. / 0 M-3x4 y ) l 6-00 2-02-12 'PROVIDE FULL BEARING;Jts:1,4,2,3 ' f[t or ,,,....44., :9200PE ' JOB NAME : 5017-B POLYGON - ADJ1 ," •- Scale: 0.5559 . ....r. WARNINGS: GENERAL NOTES, unless otherwise noted: ICr TrussA DJ 1 I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon Sr.parameters shown and Is for en Indvldual y7 4„OREGON 4/ and Warnings before construction commences. building componentApplicability of design parameters and properb. 2.2M compression web bndng must be Installed where shown v Incorporation of component I°the responsibility of the bolding designer. \ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom ch to be Wobraced at ":0 14 e (�,,,°{y�"k" Is the responsibility of the erector.Additional permanent bracing e/ 2 o.c.and at 70 0.6 raepadWely unless braced throughoutroughephthroughouttheir lengthlengthby DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such°°plywood sheathing(TG)and/or drywsll(BC). �`4NA,.2t Impact bridging or Were bradig required where shown+e + SEQ.: K 15 0 4 9 0 4 4.No mad should be applied to any component until after all bracing and 4.Installation of franc MM.responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive envlmnment T RAN S I D: LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrus he.no control over and assumes no responsibility for the 6.Design assumes IWI bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/201 fabrication,handling.shipment and Installednn of components. ry' subject '.Design assumes beMatted en both h pro..,d. and November 3,2015 71.This design I.furnished sentafo the MI set mon by 71.Plates lee.oanal be Matted lie bon faces of tone,.rad plead so their seiner TPINWCA In BCS'.copies of Which MI be furnished upon request. Ines coincide with joint center line MTek USA,Inc./CompuTnus Software 7.6.6(11_)-E 9.Digits Indicate she of plate in Inches. 70.For basic connector plate design values see E512-1311,ESR-19718(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 418V -15/ 89H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1.- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" -! HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" - - MAX Design conforms to main n windforce-resisting system and componentsand cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. RIo M-3x4 ; l l 1-06 'PROVIDE FULL BEARING. I4-00 '. 89200PE -,7 89200PE JOB NAME : 5017-B POLYGON - EJ2sale: 0.7329 � � -- WI B�lder: GENERAL NOTES, uMeuperotherwise parmete: Ili 4t. 7G ". OREG©N�, 4/ i.Buldar end erection contractor should be advised OM General Nates 1.This design Is based only upon the parameters shown and Is bran individual y+' OREGON�rZ V'v ''4/ i. Truss• EJ2 and Wamings before construction commences. building component.Appllubllty oI design parameters and proper 2.2n4compressionwebbradngmastbeinstalledwher.shown+. Iacarporenonsircomponent I.the rosponstbluryofthe a,N4ingeestgner. r0 �" .� : 2,Q.. 3.Additional temporary bracing to Insure stability during conetrudbn 2 Design assumes ms lop and bottom Moms to be througaterallyhout braced al is the responsibility of the erector.Additional M bracing of T o.c.and et TO a.c.respedNely unlaa.braced throughout their length by l��J` NY permane continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). "•�F. R.`1.-N-- DATE: 11/2/2015 the aural structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bredng required where shown a+ 4.No bad should be applied to any component anti eller all bracing end 4.Installadun of truss is the responsibility of the respective contractor. SEQ.: K 15 0 4 9 0 5 fasteners aro complete end at m time should any bads greater than 5.Design assume.tresses are to be used Ins non-corroawe environment, TRANS ID' LINK design bade be applied to any component. andgnassudry full bearing at use. 5.CompuTrua has no control over end aseames m respansbilty forth. e.M°��..are for me. be.dng el.egged,,awn.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. ry ,.Design bathlfcelepra°Is November 3,2015 e.This design b furnished abject to the limitations set forth by e.Plates shall be boated on both taus of Inns,and placed so their center TPINVECA in SCSI,copies of which wW be furnished upon request. lines coindde with joint center lima 5.Digits indicate abe of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E to.For basic connector plate design values sea EBR-1371,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TO: 2x4 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 456V -31/ 158H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Designchecked for net(-5 psf) uplift at 24 "oc pspacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" 4 -/ MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" 12 �) Design conforms to main windforce-resisting 6.00 (� system and components and cladding criteria. 3 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, �' Truss designed for wind loads (0 in the plane of the truss only. cn o N 1,1c cn O1 p2 leao 5►� -f 0 1 M-3x4 1 1 1 1 1-06 6-00 (PROVIDE FULL REARING:Jts:2,5,3,4 2I-o2-12 ('�`� titp srp},y_ 4 89200PE 1--- JOB -"JOB NAME : 5017-B POLYGON - ADJ2 Scale: 0.4939 �• �0� WARNINGS: GENERAL NOTES, unless otherwise rnoted. "7 J4 4 OREGON j 1.Balder and erection contractor should be advised of a8 General Notes I.This design is based only upon the parameters shovel and h ler an individual 4 OREGON K. V./ Truss: ADJ2 and Warnings before construction commences building component.Applicability of design parameters and proper [/ e.5�^ 2.2t4 compression web bracing must bel stated where shown.. A. Incorporatlan of component is the responsibility of the balding designer. /s`h .4 4' 1 3.Additional temporary bracing to Insure stability during construction 2 Design assumes el lO the top and bottom chords to be reughoMerely braced et �.f L{ �s°. T o.c.and at 10'e.c.respectively unless braced throughout their length by a `_ N the responsibility of the erector.Additional permanent bracing or cenbnuous Mging a,such as plywood sheathing(TC)and/or drywel(13C). F3 r'7 11 N,,,, DATE: 11/2/2015 the overag structure Is the responsibility of the building designer. 3.b'mind bridging or lateral bracing required where shown++ I7 t+ SEQ.: K1504906 4.No load should be applied In any aerepocent antI cite,ci b,edng end 4.oebegaheneftru siisstth�responsibility neno�athNe•nrac n. fasteners aro complete and at no time should any loads greater than Design g.assumes dry trusses of to b. TRANS ID: LINK design bade be applied to any component. 8.Design assumes full bearing at a8 supports shown.shin or wedge If 5.Compurrus Ms no control over and assumes no responsibility for the necewry. EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 O.This design is furnished subject to the limitations sat forth by 8.Plates shall be located en beth feces of truss,and placed so their ceder TPI/WPGA hr SCSI.copies of which v41 be furnished upon request. Ines coindde with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./ComprTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16:BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-103) 69 3-9=( -40) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 9.5" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -74/ 471V -24/ 191H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.064" @ 3'- 2.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.094" @ 3'- 4.9" Allowed = 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LU Truss designed for wind loads in the plane of the truss only. 0 dlM O M. O •� 1 2 18 5111.-- 11 0 1 M-3x9 l l •1 ,k 1-06 6-00 0-09-08 [ n (PROVIDE FULL BEARING;Its:2,5,3 I 01O PROF o GIN X42 89200PE 17f JOB NAME : 5017-B POLYGON - BDJ R Scale: 0.5999 MMIP WARNINGS: GENERAL NOTES, unless otherwise noted: 0 1.Budder and erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and Is ler an individual 7 ,yA_,OREGON E:.G O N Truss: BDJ -d" w ,, and Wembgs beton construction commences. building component.Applicability of design parameters an proper Vs 2.2n4 compression web bradng must be Installed where shown.. Incorporation of component I°the responsibility of the buliding designer. �+" ,��r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and a.lpbotto chortle to be laterally braced al • jl,s � (y-,,[- Is the reeponsib8dy of the erector.Additional permanent leering of 2'titin and at 10'o.c.reapectNely unless braced throughout their length by a5"[- DATE: 11/2/2015 the averal structure Is the responsibility of the building designer. 3.2a continuous bridging orMoral such l bras acing required Eeresaw/•r dr/waA(BC). /I*...., J= SJ p d9 g requited where shown•a �' may. �,,,�. SEQ. K1504907 4.Noeneshould complete et any e component linty after loads Weerth and 4.InDetiNntion asufUusslss responsibilityto be in f the contractor. viron fasteners an complete and et n Urns mould any hada greater than 5.and Design assumes trusses are to W used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end.reror^arycondnion Dress. 5.CompuTru°has n control over and assumes n responsibility ler the B.1.56necesBOSOMS NI beating at ant supports ehovm.Shim or neaps If EXPIRES.12/31./2015 fabrication,handling,shipment end ineWleton of components. ry. '.Designsadequate November 3,2015 8.The design a furnished cabled to the dmdanns set forth by B.Plates shall b baba on both faces of buss,and placed w their Anter TPINtICA in 8151,copies of which oil be famished upon request. does coindde with joint centerlines. 9.MiTek USA Inc./CompuTrus Software 7.6.6(11_)-E I0.For basiigits c f condesign plate e sNe of alate n inches.. values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" 1' 1' MAX BC PANEL TL DEFL = -0.003" @ 2'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to mai n windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o I 0 0 I PA l 2�I ' 0 1 M-3x4 J• l l 1-06 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,4 89200P c" JOB NAME : 5017-B POLYGON - CJ1 AgOOP„/ Scale: 0.6837ARUN /�y., WARNINGS: GENERAL NOTES, uNess otherwlss noted 4 "'a„ t.Builder and erection contractor Mould be advised stag General Notes 1.Thisdeeds is based only upon the parameters shown and h for an individual p� �y OREGON y,, Truss: CJ1 and Warnings Mmrecon.lmdian commence.. building tamponed.Applicability of design parameters and proper �j InA. 2.2.4 compression web bracing must be Metalled where shown•, Incorporation of component Is the responsibility of the bolding designer. /'� }r' 1 ' t '` 3.Addelonal temporary bracing to insure stability during construction 2 Design and .t 1 ee n.top and bosom chordate be througWordyhout braced at (s„ la Me responsibility of the erector.Additional permanent bracing o/ T o.c.and at t P o c respectNely udess braced throughout their length by4 `_ continuous sheathing such as plywood sheatdng(TC)andlr drywall(BC). 'Illi 1` y DATE: 11/2/2015 the overall sbucture is Me reapondbillty of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• LA - ("toners Ki5 0 4 9 0 8 4.No load dadd be applied to any eemponen until after all bracing and 4.Installation of trust is the responsibility of the reapedNe contractor. (deners are complete and at no time should any beds greater than 5.Design assumes trusses aro to be used in a non-convolve environment, design padbe s applied to any camponen. and are for"dry condition"of use. TRANS ID: LINK dB.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.12/31/2015 5.CompuTnn Ma no control over and assumes no responsibility for the necessary. EXPIRES:fi G fabrication,handling,shipment end installation ofcomponenls. 7.Design assumes adequate drainage is provided. November 3,2015 S.Tds design Ie furnished subject to the Hmdations set forth by B.Plates shag be located on both faces of truss,and placed so their center TPIO TCA in SCSI,copies of which cli be furnished upon request linea coincide with joint ceder lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E O.For bash connector plate design values see ESR-7311,ESR-1988(MITek) , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 4160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -99/ 913V -19/ B7H 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'= 9.0" -43/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.015" @ 2'- 3.7" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.7" Allowed = 0.344" MAX HORIZ. LL DEFL = -0.000" @ 3'- B.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- B.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, NTruss designed for wind lads in the plane of the truss only. - -,- � 4M-3x4 1 1 11 1-06 3-10-08 0-01-03 'PROVIDE FULL BEARING;Jts:2,4,3 • cAD PR OF . 06, <i GINE • `/0 457. 0 ' 89200PE v JOB NAME : 5017-B POLYGON - CJ2 _, /.�►- Scale: 0.7423 t Cr I.Builder O.This design unlessotherwisehnoe: OREGON ZG/ 1.Bugder antl erection connector should be advised of all General Notes 1.Thio destgn h based only upon the parameters Mom and h for an individual Truss: CJ2 and Wamingebefore construction commences. bu4dingcomponent.Applicabiliyoldesign parameters end proper i,.,. ',,�2 N� As, 2.2x4 compression web bracing must be Installed where shown.. incorporodon of component is me responsibility of the bugling deeyner. / '1'/ �Q �a.L„ at 3.Additional temporary bracing to Insure stability dunng construction z.2 s.c.and t lI m.lop and bosom unlesscholer robe throughout tbracedtiten + 14.e �y 1 R the reapomlMley of the erector.Additional permanent bracing of continuou2 o.c.and at f 0 a.c.respectively brand throughout their length by /�,,� 'V DATE: 11/2/2015 the overeg stedure is me reeponsibEty of me building designer. 24Impat rdgor feraloll swing requiredd here Meo.ne well(Bc). 's'/�+'L7IR It v 3.2x Impact bridging or lateral bracing where Moven�� f'Y 1.. SEQ. : K 15 0 4 9 0 9 4.Ne load should be applied to any component until after all bracing and 4.Installation of teas Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes Melees are to be used Ina noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are fen^ary condition.'of use. p[ 5.CompuTrus hes no control over and assumes no responsibility ler the 8.Dehal bearing al all supports abeam.Shim or wedge If EXPIRES:1 2/31/201 5 fabrication,handling,shipment and insteilellon of components. ry C +L' u 7. adequate November 3,2015 ded. 6.Ibis assign is lumlah.a subject to the limitations set ronh by e.Plates shag be located on been fats of truss,and paced so mein comer TPW/TCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center ones. I.Digits indicate aloe of plate in inches. MITek USA,Inc./CompuTrue Software 7.6.6(1L).E 10.For basieonnector plate design values see ESR-1317.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-107) 57 3-9=( -93) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 909V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 IC g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 12 6.00 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '-I Truss designed for wind loads '' ,I in the plane of the truss only. 0 16 M 00 O o I 2� 5► o 1 M-3x4 ) 1 J• . 1-06 3-10-08 2-01-03 (PROVIDE FULL BEARING;Jts:2,5,3,9 I � f�1+P R!l ret, 17 K ''(892001-)9, 4/r- JOB NAME : 5017-B POLYGON - CJ3 Scale: 0.5963 'a WARNINGS: GENERAL NOTES, unless otherwise noted OREGON '�.l„ Truss: CJ3 1.Builder and eredwn contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and is for an Individual ♦ • and Warnings before construction commence, building component.Appllnabll ty of design parameters and proper L.- 2.2e4 compression web bracing mud be Installed Where shown e. Incorporation of component le the responsibility of the building destgnar. ✓:. 'T k 14' t-y 4 3.Additional temporary bracing to Insure N Milt/during cansructlon 2.O s.:.assumes the top and bottom s.,chobraced to be laterally braced el L+ �.y Is me responsibility of the erector.Additional permanent bracing of T o.c.and at 1P on.respectively unless braced throughout their length by T DATE: 11/2/2015 the overall structure is the rendbll f the build) designer. continuous sheathinginor over as plywood re uire where shown) tlrywel(BC). �I +C7 1'.'] ��. spa ty o "g g 3.25 Impact bridging trim or iS.rat bracing requited where shown t a 1 S I7 SEQ.: K 15 0 9 910 4.Na load should be applied to any component amt ager all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. and are for"dry condition.of um. 5.CempuTrus has no sntrol over and assumes no responsibility forms 6.Design names MI bearing al all Nippon.sham.Shim or wedge If EXPIRES:12/31/2015 2/31/2015 ncaaary. fsbncailen,handling, sment and installation of et teCheye. 7.Design assumes adequate drainage is provided. November 3,2015 8.Tats design is furnished subJect to the limitations set forth by B.Plates shat be located on both faces of truss,and placed so their center TPIN5TCA In SCSI.nodes of which coil be furnished upon request. Ines coincide with joint center linea 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deNgn values see ESR-1311.ESR-1988(5117M) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF S16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF N16BTR SPACED 29.0" O.C. 2-3=(-151) 71 3-4=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 18.0" 2.7" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -47/ 38BV -30/ 150H 5.50" 0.62 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 284V 0/ ON 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.009" @ 1'- 11.5" Allowed = 0.349" 4 -/ MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" 6.00 '' Design conforms to mai n windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,y Truss designed for wind loads 3 01 in the plane of the truss only. 0 rn a I XXX--- 1.-=_-.11 5 Ill.-- 1 -/ 0 M-3x4 y l l y 1-06 3-10-08 4-01-03 � i PSR �.(1 (PROVIDE FULL BEARING;Jts:2,5,3,9 I rA�CO{'`4f c✓(9/ 89200PE fir' JOB NAME : 5017-B POLYGON - CJ4 : Scale: 0.5002 WARNINGS: GENERAL NOTES, unless othensse noted C) OREGON 1.Builder and erection contractor should be advised of al General Notes 1 b This deedn Is based only upon the parameters shown end for an individual y., tti Truss: CJ4 and Warnings before censtructlon commences. building component.Applicability of design parameters and proper �,,.- /.te" `/�y� 2.204 compression web bradng must be inetalled where shown F. incorporation o!component Is the reaps aaiey of the building designer. /4 :4:41),. � 3.Additional h 2 Design assumes the tap and bottom chords to be laterally braced at temporary bracing to Insure*ability during construction 2 o.c.and at 10'o.*respectively unless braced throughout their length by /♦�,,,/ y IS Me responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 'it'illi I R 1( �; DATE: 11/2/2015 the overall structure is the reaponslbilty of the balding designer. 3.2x Impact bridging or lateral bradng required where Mown a s {_1 1-1 1+ SEQ.: K 15 0 4 911 4.Na load should be applied to any component until ager el bradng end 4.Design of leu s lee the reapeere to used of In arespectNenon-corrosive al blliyecontractor.cto fasteners are complete and at no the should any b5.ads greater thanand as'Miry trus assumes of use. TRANS I D: LINK Congo hada be applied to any component. B.Design assumes nal bearing at al supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES:12/31/2015 febrloallon,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,20 15 S.This design b furnished subject to the limitations set forth by B.Pislea ahel be located en both faces of hse their and placed their center TPI/W1CA In SCS),copies of which will be furnished upon request. sines coincide with joint center lines. B.Digits Indicate eke of plate In Inches. MITek USA,Inc.ICofnpuTrus Software 7.6.6(1L}E 10.Far bane connecter plate design values see ESR•1311,ENS-less(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x9 KDDF #168TR SPACED 29.0" O.C. 2-3=(-199) 91 3-4=(-112) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -96) 21 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 394V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -119/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 9'- 11.7" -20/ 95V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.344" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 5 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" I 12 1t5 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 190 mph, h=23.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (0) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 3 I N 10 m T o 6►� o I M-3x4 y y y y 'Cc' P t OF��,� 1-06 3-10-08 6-01-03 IN - / (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 0 0. ,.._14489200PE v JOB NAME : 5017-B POLYGON - 0J5 / ,e . Scale: 0.9225 ./w - . WARNINGS: GENERAL NOTES, unless otherwise noted r:::3 Cr Truss: C JS n W 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown and Is Mr en indlaHual A and Warnings before coucllun commences. bulding componentApplkablllly of design parameters and proper -4., v , A. 2 2,4 compression web bracing must be Inslalbd wirers shown.. Incorporation of component la the responsibility of the building designer. 2 Design assumes the top end bottom chords to be laterally Maneded et 3,AdtlNbnal temporary bracing to Mune stability during construction Y o w and at 1G o.c.respectively unless braced throughout their length by r� s Is the respontlbillly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ardrywag(BC). !f "Fi(")1-1 IO- DATE: , 11/2/2015 the overall Nrudure la the responsibility of the building desibl designer. 3.Dc Impact dging or lateral bracing required where shown a a SEQ.: K 15 0 4 912 4.No bad should be applied to any component and after al breoing and 4.Installation of trues is the responsiblty of the respadNe contractor. fastener.are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for•dry condition'of use. 5.CompuTrus has no control over and assumes no responsibllily for Sre S.Design assumes lubearing et all supports shown.Shim or wedge 11 EXPIRES 1 2/31/201 5 Oesesass EXPIRES:n I lab. tion,hs furnished shipment andlnetallatlon of components. 7.Design assumes adequate drainage is prodded. November 3,2015 S.Thi.design Is furnished willed to the limitations set forth by S.Plates shall be located on both faces(Atm.,and placed so their center TPISYICA In SCSI,copies of ehkh will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MITek USA,Inc.iCompulrus Software 7.6,6(1L)-E to.For basic connector plate design values we ESR-1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 76 2-6=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-226) 108 3-9=(-155) 70 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 398V -96/ 218H 5.50" 0.69 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50^ 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 7'- 8.2" -199/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" MAX HORIZ. LL DEFL = -0.002" 0 11'- 8.9" 5 -1 MAX HORIZ. TL DEFL = -0.002" @ 11'- 8.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 I m0 tlio 3 M 0 C 1, M-3x9 .6 l ) ) 1 Ptd OF 1-06 3-10-08 7-11-03 GIN E .,v 15) p 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I " awe.;Y 892OOPE f� JOB NAME : 5017-B POLYGON - CJ6J��y.�, _ Scale: 0.3838 ; +►� WARNINGS: GENERAL NOTES, unless otherMse noted W, OREGON �,• 1.Bulder and a redbn contredor should be advised of al General Notes 1.This design Is based Dory upon the parameters shown and is for an Individual ")i� A_OR EGON tri Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameter and proper 2.Zit compression web bredng mud be msiallad where shown e, Incorporation o/component Is the responsibility of the building designer. f 3.Additional temporary bra<In5 w Insure stability during conehucllon 2.Design assumes the top and bottom chords to be laterally braced et O 1 4 a Is the responsiblllly of the erector.Additional permanent bracing of 7 o.c.and at IP o.c.respedlvpl unless braced throughout their length by /J,, DATE: 11/2/2015 the overal structure is the responbbllty of the building designer. 3.2c Impact brindsi^glorg laicals dngrequirednminr.O�wbh drywelpec>. `✓f t'f riIa.- ,. SEQ.: 01504913 4.Na load should be applied to any component anti alter al bracing and 5.4.Design Installation of truss is me sibiltyyd f the nano rove contractor. t-1 1 fasteners are complete and at no time should any loads greater thanandassume tusses^ofuse. TRANS I D: LINK assign wade be applied to any component. e.Design assumes bol bearing at al supports shown.Shim or wedge if enamor)6.CompaTrus has no control over and enamor)no responsibility for the a„ry. EXPIRES:12/31/2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished eublw d the limitations set forth by 8.Plates shall be boated on both h faces of truss,and placed so their center TPIANTCA In SCSI,copies of which all be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of pate In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For bade connector pale design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-44) 104 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 25 5-7=(-94) 205 5-3=( 0) 46 WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3-7=(-211) 97 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -B8/ 929V -15/ 906 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 97V 0/ OH 5.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 11.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 11.0" Allowed = 0.105" 6.00 MAX HORIZ. LL DEFL = -0.005" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" 9 - Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cn 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, coI Truss designed for wind loads in the plane of the truss only. a1111111111 .1111111111.1111- g8 se 7 M Ili O 71 o1 M-3x9 o Ili O o �� 3x4 1 M-3x9 M-3x5 l J J. l 2-03-12 2-07-05 1-00-15 1-06 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7 I c,t) P A Qp c` . .- e. 11k�11 lllV✓ -,9. r0 89200PE JOB NAME : 5017-B POLYGON - DCJ2 Scale: 0.5934 __, WARNINGS: GENERAL NOTES, unless othervnae noted 10 C Truss: DCJ2 1.Builder and erection contractor should be advised of al General Notes 1.Thls design Is based only upon the parameters shown and Is for an individual OREGONy�, and Warnings before conetrucbon commences. boldine component.Applicability of design parameters and proper �� '' a.4+a A 2.2i1 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. \ ..ty.,, 3.Additional temporary bracing to Inane stability during constroclon 2 Design and at 10 the lop end bottom charts to its laterally braced et �O (�,a � (y1 Is the reaponsibllity of the erector.Additional permanent bracing of 2'o.e.and at 1 P o c respectively unless braced throughout their length by /tr,,� `- DRT E: 11/2/2015 the overal structure lathe re stbpi f the building designer. continuous cathing such as plywood shoe where and/or dryw dBC). 'I/ +'PIR i"'B I sP°n ty° 3.2o Impact bridging or Mend bracing required where show)•• 1-1 L SEQ.: K 15 0 4 914 4.No load should be applied to any component until alter all bracing end 4.Installation of truss Is the reeponstbllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design newton trusses are to be used In a noncorrosive environment, TRANS I D: LINK deakin toads be applied to any component, end are for'dry condilon•of use. 5.CompuTns hes no control over and assumes no responsibility for the 6.Deign assumes NII bearing et all supports shown.Shim or Wedge If EX pD i RES: 12/31/2015 2/31/201 5 febdcation,handling,shipment and lnalallellon of components. 7,Desig assumes adequate drainage 4 provided. November 3,20151 nC G! LU I 6.This design is furnished subject to the limitations set forth by B,Plates shall be levered on both faces of toes,and placed so their center TPWV TCA In SCSI,coplee of which MI be furnished upon request. linea coincide With joint center lines. 9MITek LISA,Inc./Com uTrus Software 7.6.61L E N ForteDigits Isis con size of plateindesignv l P ( )• 1.Dorbasiccote size f pateinho values see ESR-7377,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=1-130) 207 6-5=( 0) 18 BC: 2x4 KDDF #1&NTR SPACED 24.0" 0.1. 2-3=(-276) 64 5-7=1-266) 913 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -53) 93 3-7=(-425) 274 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 463V -23/ 122H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.0" 0/ 198V 0/ OH 5.50" 0.29 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.017" @ 2'- 3.8" Allowed = 0.254" 5-11-11 MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed = 0.339" f f MAX HORIZ. LL DEFL = -0.013" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" 6.00 4 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. 190 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), on load duration factor=l.6, o Truss designed for wind loads Iin the plane of the truss only. M-4x6 coo 3 N 7 _, o �- ,,iiidpilill1111111117 o M-3x9 0 1 - - -- Wind, �� Mfi3x4 0 0 1 M-3x4 M-3x5 51 l l l 2-03-12 2-07-05 1-00-15 J' l l l 1-06 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,9 Iro 44� c0 ° �E 6' 44 4r "PL 4X" 8'9200PE r JOB NAME : 5017-B POLYGON - DCJ3 Scale: 0.5434 -_�.+!.q!i" /,i. (y WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON �� 4 1.Builder end erection contractor should be advised of al General Notes 1.This design h based only upon to parameters shown and is for an Individual "37, a.., Truss: DC J3 end Wamin•before construction commences bidding component.AppkaMlgy of design perenroNn and proper t 2.244 compression web brsdng moat be Installed wnera shown�. As 6 orporatlon of component is the responsibllity of the building designer. /. q�' 1 4 s 2.° �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords la be laterally braced et el md throughout their length by Is the responsibility of me ender.Addtllonel permanent bracing of "continuous hat eathingrsuch ea pywoosheathing(TC)nd/or dowel(13C). tj RIO- SEQ.: t DATE: 11/2/2015 the overel structure Is the responsibility of the building designer, 3.5 Impact bridging or lateral bracing required Muer.shown 0 0 �'1 F"•I O". SEQ.: K1504915 4.Ne m.d.heald be epplied to sny noetpon.nt cell.5.,.8 btedng end 4.Installation all"onome.tt lnlet eresponiueyNtlfthnoncetlNecontractor. n actorment. fasteners aro complete and at no time should any wads greater than and e e ass"dry condition"re tob. TRANS I D: LINK design pada be apples to any component. 8.Design assumes MI bearing at all supports shown.Shim or wedge If 5.Campania has no control over and assumes no rosponalaity for the ,mry. EXPIRES:12/31/2015. fabrication,handling,shipment and installation of components. 7.Design assumes edequale drainage is provided. November 3,2015 S.This design is furnished subject to the limitation set forth by B.Plates shall b be located on both faces of Inns.end placed so their center TPIM/ICA In 8151,copies of edrlch va1 be fumiWed upon request. fines coincide with Joint anter lines. 9.Digits indlmte sire of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Far bests connector plate design values see ESR-1311.ESR-1508(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -88) 176 7-6=( 0) 18 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-3=(-293) 51 6-8=(-182) 350 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-106) 61 3-8=(-360) 187 LOADING 4-5=( -46) 20 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 159H 5.50" 0.72 KDDF ( 625) 9'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" fMAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.259" -1 MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" 6.00 0 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 9 Design conforms to main indforce-resisting system and components and cladding criteria. o, o Wind: 190 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, rn Truss designed for wind loads M-4x6 in the plane of the truss only. 3 1� o ¢I IA.. 1 i R7 r M-3x4 1 of 2=m M13x4 0 0 M-3x4 M-3x5 l l ,L l 2-03-12 2-07-05 1-00-15 l l 1 l 1-06 ,, 2-05-08 5-06-03 ,, y 6-00 1-11-11 ti' O P R° s' ROVIDE FULL BEARING;Jts:2,8,4,5 S. cJ �cy‘ NGINE � ', 17 4- 89200PE JOB NAME : 5017-B POLYGON - DCJ4 _ Scale: 0.9752 .✓� / }'y.',�"� WARNINGS: GENERAL NOTES, unlessatherwlae noted: V � %�' 'C Truss: DCJ4 1.Builder and erection conlrador should be advised of all General Notes I.This design h bawd ony upon the parameters shown end Is for an Individual OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 4,. N� A.. 4 ] 234 compression web bracing must be Installed Mere shown« Incorporation of component is the responsibility of the building designer. Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom moms to d t reugheaterally braced sl � 4 s "' Is Ne responsibility od the erecter Add Eenel permanent bracing or T o c and at 18 c.c.rsaped.ey unless braced throughout their length by DATE,'. 11/2/2015 the overall structure Is the responsibility of the budding designer. 3.Dv continuous bNegingierr lateral bredig ng such as requd ll ed where shown C /o`tlrywaA(BC). 'I'7e'RRI�� SEQ.: K 15 0 4 91 6 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied an m. and are for"dry condition"of use. TRANS ID: LINK aro wits ycompane co6.Design assumes full bearing ataisupports shown.Shlmorwedge It EXPIRES:12/31/ 015 5.CompuTfus has no control over and assumes no reaponsiNli y for the necessary. fabdcatlun,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 ' 6.This design is furnished subject to the limitations at forth by 8.Plates shag be bated on both feces of truss,end paced so their center TPAWICA In BCSI,cople°of wnlch will be furnished upon request. lines coincide wtih joint center lines, 8.Digits Indicate size of plate In Inches. MITek USA,Inc/CompuTrus Software 7.6.6)1L)-E 10,For basic connector plete design values see ESR-1311,ESR-7866(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF #151310 SPACED 24.0" O.C. 2-3=(-227) 43 6-8=(-144) 320 6-3=( 0) 48 WEBS: 2x4 KDIF STAND 3-4=(-153) 73 3-8=(-329) 149 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 625) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" f ,( MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" 5 -0' MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" ° MAX HORIZ. LL DEFL = -0.008" @ 9'- 11.0" 12 MAX HORIZ. TL DEFL= 0.012" @ 4'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, al o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f( load duration factor=1.6, jj o Truss designed fox wind loads a, in the plane of the truss only. M-4x6 3 Mel iii4111/1 .... 'I -� r-II I M-3x4 OWo k =-. t f Mi3x4 0 o 1 M-3x4 M-3x5 l l l l 2-03-12 2-07-05 1-00-15 l Jr l Jr 1-06 -p l 2-05-08 76-03 l c, p R 6-00 (PROVIDE FULL BEARING;Jts:2,8,4,511-I1 `«( GIN 89200PE rr" JOB NAME : 5017-B POLYGON - DCJ5 41°111r , • . ' Scale: 0.4225 /'��. WARNINGS: GENERAL NOTES, unless otherwise noted: r ry CC 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and h for an individual .OREGON b to Truss: DCJ5 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.b4 compression wain bracing nasi be Metaled where shown«. Incorporation of component is the re°ponabAlty of the building designer. �,i/Ye ae P. f. 2: �� 3.Additional temporary bracing to Insure stabil!),during construction 2.Design assume the lop and bottom drawee to be laterally braced et Is the roaponsib88y of the erector.Additional bracing of T c.c,and at 1 o.c.respectively unless brewed throughout their length by �` ` permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywel(BC). R R 1(5.'. DATE: 11/2/2015 the overel structure is the responsibility of the building designer. 3.2clmpact bridging «or lateral bracing required where shown « SEQ.: K1504917 4.No load should be applied to any component anti after cog bracing and 4.In.alIlaaanstirssumesto InI.ththe responsibility spo sibe ueryafithe �onponoe contractor. fasteners are complete and et no Urn should any lads greater than ment, and are for'Wry condition"of tousb. TRANS I D: LINK design loads be applied to any component. 8.Design assumes full bearing al as supports shown.Shim or wedge if 5.CompuTrushes nocontrol over and assumes noresponslbNlyfor the necessary. EXPIRES:12/3.1/2015 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. November 3,2015 8.This design h furnished ished subject to the limitations set forth by 8.Plates.hal be located on both faces album and placed so their center TPINVICA In BCW,copies of which re be fumhhed upon request. Ines coincide with joint center Hoes, 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN Si'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=( -82) 166 8- 7=( 0) 18 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 98 WEBS: 2x4 KDDF STAND 3- 4=(-189) 87 3- 9=(-341) 175 LOADING 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 449V -47/ 222H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 f 1. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 -I MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" y MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" �( MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" 6.00 12 5�( MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. rn of Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I( L Truss designed for wind loads a in the plane of the truss only. M-4x6 3 ts 00 �� p 9 ►_ -/ d, pa-m o M-3x4 CD 1 2 M83x4 o o M-3x4 M-3x5 ,6 ) , , 2-03-12 2-07-05 1-00-15 1 l l y 1-06 / 2-05-08 ) 9-06-03 ) ,� ole, ) rnO • n 6-00 5-11-11 I C'J`co .AGINEk, er IV. ' PROVIDE FULL BEARING;Jts:2,9,4,5,6 i T /J_ t, 89200PE f'C-- JOB NAME : 5017-B POLYGON - DCJ6 ,,,oror Scale: 0.3762 .............. WARNINGS: GENERAL NOTES, unless otherwise noted ti I.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown and Is reran IndividualOREGON Truss: DC J 6 and Warnings before construction commences bulldl yam, building component.Applicability of design parameters end proper ��, �I a,.N �� 2.IDM compression web bracing must be Installed where shown+, incorporation of component is the respondblllty al the building designer. 1 4 ` t 4 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top end bottom chords to be Wordy braced et a C« ,A,y. la the responstbllily of the erector.Additional permanent bracing of 2 ow and at 10 a c respectively unless!mood throughout their length by - //((��.. `- DATE: 11/2/2015 the overall structure Is the responsibility t the building designer. continuous sheathing such es plywood aired w g(TC)and tlrywep(BC). '1"/ 'F?ARA- 5 til o ng4.Ie Impact of rue or the responsibility pradng ry of the where shown♦a 1-1 1+L SEQ. : K1504918 4.Noeload.shoutsbeapplied atanyo component unyageralered�and 4.DesigntissofhutsIsintmteboftherespective coe ninon fasteners are complete and at no time mods any loess greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS I D: LINK dedgn loads be applied to any component. end are for'dry condition"of a... 5.CompuTnn has no control over and assumes no responsibility mr the 8.De Nco:N trywines NII bearing at all supports shown.Shim or wedge If EXPIRES:1 31(2015 febncotlen,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to the limitations set rode by 8.Plates shall be located on both faces of Muss,and placed so their center TPI/MCA In BCSI,copies of which coli be furnished upon request. Ines coincide with net center line.. 9.561!Indicate size of plate In inches. MITek USA.Ino./ConlpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR4311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 REEF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 REEF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PEE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -109/ 407V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 8.5" Allowed = 0.334" MAX BC PANEL LL DEFL = 0.013" @ 2'- 8.6" Allowed = 0.250" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.4" Allowed = 0.334" f '( MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. Or o I 0 o 1 of 2 ...><-.:4 1 M-3x4 l 1 l 1-06 !PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 �'c O P A OF 6, 89200PE 'r- JOB NAME : 5017-B POLYGON - DJl _ Scale: 0.6559 � �lle /y.� WARNINGS: GENERAL design b unless eparanetererwise noted: " ' OREGON }"/., 1.Bulder and erection contactor should be advised/dal General Notes 1.This h based only upon the parameters shown and is for en individual OREGON w.. •((.J Truss: DJ1 and Warnings before construction commence. bugding cempeneM.Applicability of design parameters and proper �g,r 2.2t4 compression web bracing mutl he NntaBed where,hewn+. Incorporation of component Is me responsibility of the building designer. s'b -'7 1I'- A 0Q .4r 3,Addlllonal temporary bracing to Insure stability during construction 2.Datlgn assumes the lop end bottom dame M be Merelythroughout braced at (, 1 L�.y II? �+y Na.4 Is the responsibility of ma erodor.Additional 1 bracing of 7 e.c.end at 10 o c,reach C.plywood unless braced throughout their length by V balding en continuous aheetmng such as pywood required she,.C)and/or drywel(BC). "/, l R i 1 A,,, DATE: 11/2/2015 the overs'structure is the responsibility of the balding designer. 3.20 Impact badging or lateral lensing required where Most++ 1-7 L SEQ.: K 15 0 4 919 4.No bed Mould be applied to any component until after•g bracing end 4.Installation +N gallon of truss Is teMa responsibility of!nth onpdrtNcontractor. •en ctor. fasteners are complete end at no time should eny bads greater men Design assumes design pada be applied to eny component, end Cr.for"dry condition"of use. TRANS I D: LINK 5.GompeTroe has ne control over and s.eumes ne responsibility ler the 8.Design assumes full passing at all supports Mom.Shim or wedge If EXPIRES:12/31/2015 ,nary, fabrication,handling.shipment andis Ntheinstallation of components. 7.Design assumes adequate drainage le provided. November mIJer 3,201 5 B.This designmlshed subject to the limitations set forth by S.Pales shell be ba ted on both faces of truss,and placed so their center TPIM7CA in SCSI,copies of which ail be furnished upon request. lines coincide with joint center tines. 9.Digits indicate size of plate In inches. MITek USA,Ina./Compclrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -87/ 978V -23/ 122H 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" MAX TC PANEL TL DEFL = -0.092" @ 3'- 9.8" Allowed = 0.593" 5-11-11 '' 1 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 -r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 m ro i oz►t 9►1 -I 0 M-3x4 l l l 1-06 6-00 'PROVIDE FULL BEARING;Jts:2,9,3 I vi) PRoF 9 4t- 89200PE C'" JOB NAME : 5017-B POLYGON - DJ3 „,4//1-x" Scale: 0.5809 WARNINGS: ra g GENERAL launless en the armere IJ OREGON � 7 Builder and erection ceniractor draws be advised of all General soles 1.This design h based only upon the parameters Moven and b for an individual I� Truss: DJ3 and Warnings before construction commences. building componentApplkabiley of design parameters and proper ry 2.284 compression web bracing mud be Installed where shown a. incorporation or wmponed is me responsibility of the founding designer. "b -A 1r 1 4 s 2. �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be Merely braced at (J T' Is the responsibility or Ila erector.Additional permanent bracing of 7 o.c.and at itY o c.respectively unless braced throughout their length by DATE: 11/2/2015 theoveralWuctureistherr responsibility of de wmhuousMaamhgsuch abppwodaneewherC)andrordrywan(ec). '�"'/,�"L^tR`��„ y,on ry o g signer. 3.2a Impact bridging or isrom bredng required where Mow.. 4[44 ,R1,310- DATE: SEQ.: Ki5 0 4 9 2 0 4.No sad should be applied to any component until after ell bracing and 4.Installation of hues is the responsibility of the respective contractor. fedeners are complete and at no time should any pads greater Men 5.Sedge assumes trusses ere to be used Ina non.aasadve environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus lin no control over and assumes no responsibiley for the 8.Design assume.full bearing al ell supports drown.shim or wedge if EXPIRES:12/31/2015 fabrication,kindling.shipment end i^eretetfon of components. y.Desigssumes adequate drainage is provided. November 3,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shall be located an both faces of truss.and placed so their center IPIWl IA in SCSI,copies of whkh via be furnished upon request. Ansa coincide with Joint center lines. S.Digi.indicate abe of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-127) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 956V -30/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'C OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed - 0.596" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 2' I) Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, (A� Truss designed for wind loads in the plane of the truss only. ti I o 5► M-3x9 1 l l l 1-06 6-00 1-11-11 c P Qrk PROVIDE FULL BEARING;Jts:2,5,3,9 J '<✓ GT 892002E JOB NAME : 5017-B POLYGON - DJ4 ,/1!'" Scale: 0.5002 !' �I /'y... WARNINGS: GENERAL NOTES, unless otherwise noted OREGON "+ty 1.Balder and erection conlradot should be advised of a1 General Notes 1.This design I°based only upon the parameters shown and Is for an individual ..yy rf3�OREGO, 'y y._ 4 Truss: DJ4 and Warnings before conbudbn commences. building component.Appllcablily of design parameters and proper " ". , 2.Ze4 compression web bradng must be Installed where shown w. incorporation of component I°the responsibility of the building designer. '0 .4/}'}- 14 2. �� 3.Addition°'temporary bracing to hews stability during cendrudicn 2.Se c end cr 15 the lop end bottom chords to be leterelly braced al la me responsibility of the erector.Addlbnal permanent bredng of continuous a1 10'o.,:.respadiely unless braced throughout their length by rn 11/2/2 015 the ovenl structure is the responsibl 2etepactsheathingin5,sten as bradng replywood she d utters s eamar tlrywel(BC). _! `+ r']'IO- DATE: ly of IM humane Msigner. 3. Ingest badging or such required where)awn« 1-7 SEQ.: K 15 0 4 9 2 1 4.No load should be applied to any cempenenl until after al bracing and 4.Installation of truss is the responsibility of the re°pectNa comrador. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS I D: LINK design Nada be applied to any component. end anew dry condition"et sea. S.CompuTrua has no control over and assumes no responsidllts Hr th. 8.Oe a ea saunas lull'bearing al al supports shown.Shim or wedge If EXPIRES::12131./2015 fabrication.handling.shipment end installation of cemponenta. rv. 7.Design assumes adequate enbodrainage"pruss,a. tel 3,2015 8.This design is furnished subject to the Iimletlene set forth by S.Plates ahaA be located an both faces of truss,and placed so their center TP WYTCA In SCSI,copies of which will be rumlehed upon request. Anes coincide wIh joint center'Mss. 9.Digits Indlwte site of plate in Inches, MTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF #1EBTR SPACED 24.0" O.C. 2-3=(-170) 98 3-9=( -76) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -91/ 952V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -95/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL _ -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX BORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 -! Design conforms to main windforce-resisting system and components and cladding criteria. 12 1, Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 0o 0 N 7, O 1 M-3x4 J' 1-06 y 6-00 y 3-11-11 y �,, �rut ore Odd (PROVIDE FULL BEARING;Jts:2,5,3,9 I v� qA-. sr P JOB NAME : 5017-B POLYGON - DJ5 a, ,/1 Scale: 0.4225 /y., WARNINGS: GENERAL NOTES, unless othernlee noted. 1!)-7 � OREGON /�y(�� /*i, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'g OR�GON �(f Truss: DJ5 and blaming*before constntion commences. building component.Applicability of design pommeled and proper 1„4.- I'4 2.1.4 compression Web bracing must beinstalled where shown+. Incorporation of component Is the responsibility of the building designer. r 3.Additional temporarybrat to Insure stability dude 2.Design assumes the top and bottom dards to be Nterely braced et lap itY p cealructlen T do.and et 10 o.c.respectively unless braced throughout their length by - v Is the respomlbotty of the erector.Additional permenenl bracing of continuous sheathing welt as plywood sheathing(TC)and/or drywal(BC). fit li RIO- DATE: 11/2/2015 the overel structure Is the responsibility of the balding designer. 3.2a hoped bridging or Nissl bracing required where Mown•• SEQ.: Ki5 0 4 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective centradof. fasteners are complete and at no time should any pads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK6.Design assume.full bearing al all supports shown.Shim or wedge if EXPIRES:12/31/2015 5.CompuTrus has no control over and assumes no responsialiy for the neaasary EX I-I fl LS7 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage I.provided. November 3,2015 6.This design N furnished subject to the limitations set forth by 8,plates shat be bated on both faces of truss,and paced so their center TPIM'FCA In SCSI,copies of which coil be furnished upon request. Ines coincide With joint center lines. 9.Digits indicate she of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For Deltic connector pate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 204 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 RIDE #1613TR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-101) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -39) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIE OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 454V -46/ 221H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" A 00000, 000 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 6.00 �( Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 0 1l o I co O 0 21,-... 6►.� I 1 M-3x4 1 1, 1' 1 r D P oFe'6, 1-06 6-00 5-11-11 . cP GIN / (PROVIDE FULL BEARING;Jts:2,6,3,4,5 ,t,.�� '7' �A-. _V :9200P T, JOB NAME : 5017-B POLYGON - DJ6 / Scale: 0.3768f-y-w WARNINGS: GENERAL NOTES, unless othenese noted OREGON /� CZ I.Balder and erection contractor shooed be advised of ale General Notes I.This design is based only upon the parameters shown end is for en Individual '76 OREGO N �[4/ Truss: DJ6 end Wammgs before consbudbn commences. building component.Appliubildy of design parameters and proper `.- 4. N AR 2.Zvi compression web bradng must be Installed where shown«, Incorparolbn of component I the responsibility of the building designer. /"`© +' �r r t Q 3.AddEsnal temporary bracing to Insure stability during construction 2.Design assumeso r.top end bottom chords to its tslerely booed at �y ty„ Is the responsiblllly of me erector.Atltlglenel permanent bracing of T we.end at I0'o.c.respectively as *wood unless booed throughout Meir length by - /,y',, 'V C- DATE: 11/2/2015 the swam structure la theresibli of hold) designer. 2continuoussheathing suchrlbacingcng requirede we,.shenehing(TC)and/or dryweA(BC). -f L7 p.'] ( y. .poo ry o building 3.2z Impact bridgingshor such s*coodshe where mown.. �'I I7 L+ SEQ.: K 15 0 4 9 2 3 4.No load ehoald be applied to any component until seer el bracing end 4.Inetagenon of truss is the responsibility of the respective contractor. fasteners are compere end at no time should any loads greater than 5.Design assumes tenses are to be used ins noncorrosive environment, TRANS ID^ LINK dedgn leads be applied to any component, and are for"dry ennamee"cl use. �( 5.CompuTrus has no control over and assumes no responslbilly for the 6.Designue assumes NM bearing at ale supports shown.Shim or wedge if EXPIRES::12/31/2015 2 31(201 5 fabrication,handling,shipment and installation of components. y t 7.Designelrel bees adequate tdonbeth fage"prus's,a. November 3,2015 6.This design Is furnished subject to the limitations oat Porth by 8.Plates shaA be bated an both teas of tone,and plead so their center TP WVTCA in SCSI,copies of vtnieh wN be furnished upon request. lines coincide with joint cants,lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector pieta design vaiuee see ESR-1311,ESR-I988(MITek) P This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-247) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 257H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 11.7" -53/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 5 -7 Design conforms to main windforce-resisting 41 system and components and cladding criteria. • Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. 3 Po 0 2�_� 6�_� '1 o I M-3x4 rc O PR Opt. 1-06 6-00 7-11-11 co GIN o 0 [PROVIDE FULL BEARING;Jts:2,6,3,4,5 I Gt*(, :9200p 00 �r JOB NAME : 5017-B POLYGON - DJ7101111400P".' Scale: 0.3282 .. APII) fy.. WARNINGS: GENERAL NOTES, unless other/Me noted: R N 1.Builder and erection contractor should be advised oral General Notes 1 This design is based only upon the parameter.shown and is for an individual Truss: DJ7 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper 4. ' at4 A, 2.2a4 compression web bracing muN be Installed where shown+. Incorporelbn of component rat he responsibility of the bultling designer. '0 -73- 14 rip ..k.,, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braved at y by is the responsibility of the erector.Additional permanent bracing c1 2'on.and sheathingt 10'o n.rsuch asply woods braved T)a di rheic langur). �� continuous r such b acing re uir a where s andbr dryvnl(BCJ. .: DATE: 11/2/2015 the overel structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 0 4 9 2 4 4.No load should be applied to any component unt1 after al bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than H.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Corny irus has no control over and assumes no neaponeibllhy for the 8.Design assumes hal bearing at all supports shown.Shim or cadge If EXPIRES:12/31/r3 01 5 mmmfabrication,Mang,shipment and Installation of components. ry L'/J1 L 7.Pesig"assumes adedon drainageistruss, n November 3,2015 B.This design is mmi.h.e subject to the mmR.nona sat tooth by B.Plates snag be located on both lana onrww,and placed as their center TPIM'CA In SCSI,copies of which roll be tumlahed upon request. Ines oeinolde with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Ino./CornpaTrua Software 7.6,6(110-E 10.For basic connector plate design values we ESR•1311.ESR•1O88(MIT°k) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-287) 192 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)fDL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL 014 BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 955V -63/ 293H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 393V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -128/ 296V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) IC OND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" 6 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00 Truss designed for wind loads in the plane of the truss only. a 31 m C r 0 2 7 o M-3x4 �R O PF7O4LS y y y l 5� CaIN� cS.,G2� 1-06 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,689I200PE 9�. JOB NAME : 5017-B POLYGON - DJ8 Scale: 0.2948 ....1wwww��=''''��, y'y., WARNINGS: GENERAL NOTES, unless othensae noted 7 OREGON. C 1.Builder and erection contrador should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for an individual A� Truss: DJ8 building component.Applicability of design parameters and proper 4"- l / 1 and Warnings before construction commence.. A 2.h4 compression web bradnp must be installed where shown«, Incorparatbn of component lathe responsibility of the building designer. ,/""� �� Y v y y'� 3.Additional temporary bracing to insure stability during construction 2 Design assumes me top and bottom cc.be to be laterally brined et C+ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 1t)o.c.respectively unless braced throughout their length by - DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as acinplywg re uir a where s)and/or drywa%(BC). ('� 3.Zr Impact bridging or lateral bracing required where anown SEQ.: K 15 0 4 9 2 5 4.No load should be applied to any component until after ail bracing end 4.Installation of truss Is the responsibility of the respective contracto, fadenera are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be apples to any component. end are for'dry condltlon.of ureaTRANS ID: LINK 5.compuTruahes nocontrolover and assumes noresponsibility for the 8.0008 wort full bearing alall supports shown.Shim orwedge it EXPIRES:12/31/2015 fabrication.handling.shipment and inetallatkn of components. 7.Designassumes adequate drainage is provided. November 3,2015 6.This design is furnished cabled to the limitations set forth by 8.Plates shah be located en both faces of truss,and planed so their center TP W,'ICA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate etre of plate in Inches. MiTek USA,)nc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1965(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 981R/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-323) 159 3-4=(-216) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC, SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5-6=( -65) 30 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 955V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ 0H 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 396V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -123/ 239V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -195/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 10-05-03 MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" '/ MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" Design conforms to m windforce-resisting system and componentsr and cladding criteria. 5 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 01 load duration factor=l.6, 6.00 Truss designed for wind loads in the plane of the truss only. q I-1 I M-3x5(5) N I 3 rn oI 2" .� y. I o M-3x4 N'�p/yr f'y Kt?% f R 0 V J• 1-06 y 6-00 y 11-08-15 y �N'' .17. . a4 �Sj- (PROVIDE FULL BEARI NG;Jts:2,7,3,9,5,6 I �V 9 M 0 P 17 JOB NAME : 5017-B POLYGON - DJ9t/.r' -- Scale: 0.2773 ..... j'��, WARNINGS: GENERAL NOTES, uNesa other/48e noted: 11. a'aw Truss: DJ9 1.Builder and erection contractor should be advised of al General Notes This design is based only upon the parameters shown and Is for an individual 7 OREGON [/e and Warnings before construction commence. building component.Applcability of design parameters and proper t4 , 2.Di4 compression web bradng must be installed where Mown+. incorporation of component a the responsibility of the building Msigner. /I' '44- y�R[11 3.Adtlbbnal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at a 14 e f•• Is the responsibility a!es erector.Additional permanent bracing of T a.c.and e110'o.c.reapedNety unless braced Throughout their length by .10.1?,. DATE: 11/2/2015 the overall structure Is the roaponsibRtty of the buildingde continuous bridging such as plywood sheathing(TC)end/or drymil(BC). 4.147,Li+j �\ V signer. 3.2i Impact bridging or lateral bracing required where shown at sa f'i 4+ SEQ.: Ki5 0 4 9 2 6 4.Na load should be applied to any component until after all bracing and 4.Installation of bass is the responsibility of respectNe contractor, fasteners are complete and at no lime should any bads greater than 5.Design assumes busses are to be used in a nen-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility br the B.Design assumes full bearing at an supports Mown.shim or wedge if EXPIRES:12/31/2015 ne fabrication,handling,shipment end installation of componeMa. 7.Design assumes. 8.This design is furnished subject to the limitations set forth by B.Platesshal be!Gated onedrainage lfte bath facesorrusls,and placed ea their canter d. November 3,2015 TPIMTCA in BCS(,copies of watch Mg be famished upon request. linea coincide with joint center linea. 9.Digits indicate she of pee in inches. MITek USA,Inc.iCompuTrus Software 7.6.6(1L)-E t9.For basic connector plate design values see ESR-1311,ESR-113119(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4BR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-140) 56 3-4=( -61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 237V -51/ 205H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -162/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL= -0.003" @ 13'- 6.8" MAX HORIZ. TL DEFL= -0.003" @ 13'- 6.8" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r) In I 0 I i !n 1, 0 1'111---. 5►_. 0 M-3x4 1, l y , (c.„ P OF�rse, 6-00 7-07-06 rN•Co �(IN--- f�/J_ (PROVIDE FULL BEARING;Jts:1,5,2,3,4 I f*V '(a . " 89200PE c-- JOB NAME : 5017-B POLYGON - EDJScale: 0.3706 --"` 1' .• �}.' . WARNINGS( GENERAL NOTES, udeaotherwiar noted G 'a7 OREGON )c'"'. I.Balder and erection contractor ahouk be advised oral General Notes I.This design Is based only upon the parameters shover end Is for en wdIWduai R G O V 4, Truss: EDJ and Warnings before construction commences. building component Appllcabllity of design parameters and proper ,may (� 2.204 compression web hradng mus be installed where shown*. Darpor ss of the topa n Is the mapo chords to of the building deagner. ae<) 7"7 J 14 e 2:�y �4- 3,Additional temporary bracing to Insure stability during construction 2.Dsalgn assumes the tap and bottom unless tar la ba laterally braced at C./ Is the responsibility of the aredor.Additional permanent bracing f Y o c and at 10 c.c.respectively braced throughout their length by aaas....�� ( permane ng o continuous sheathing such as plywood sheathing(TC)andror drywaA(BC). /i.RIO-Oy DATE: 11/2/2015 the overal structure la the responsibility of the building designer. 3.2s Impact badging or lateral bracing required where shown** SEQ.: K 15 0 4 9 2 7 4.Na load should be applied to any component until ager al Mang and 4.Installation of truss Is the responsibility of the reapedle comrador. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In s noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"dry condition"of ata. 5.CompuTus has no antral over and assumes no responsibility for the 6.Design assumes MI hearing at all smarts shown.Shim or cadge if EXPIRES:12/31./2015 ry. I,� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. i owe Rl uP.r 3,201 5 8.This design Is furnished subplot to the IlmBailons sat forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. linea aindde with Joint anter linea 9.Digits Indicate fire of plate In Inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E to.Forbasic connector plate design values see ES13-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-07-08 5-07-08 T T T 12 12 6.00 Q 6.00 IIM-4x4 ii M rn -/o 1 / /////////////////////////////////////////////////////////////////////////////////// // I 0 0 M-3x4 M-3x4 l l y 1-06 11-03 14,VO R Ore 17 :9200PE r-" JOB NAME : 5017-B POLYGON - F1 Scale: 0.5334 t WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON � Truss: F l and Waminge before conCr 1.Builder and erection contractor should be advised of all General Notes 1 Thls design Is based only upon the parameters shown and I.for an Individual Mdl ruon commences. building component.Applicability of design parameters and proper 1.1A. A 2.2a4 compression web bracing must be Installed where Mown 4. Incorporation of component Is the responsibility of the bolding designer. 3.Additional tem stability g 2.Design assumes the top end bottom chortle is be leteraly braced at ' '✓ j[' temporary bracing to Insure Mall dodo construction 2 o.c.and at 10 o.c.respectively unless bread throughout their length by O a Is the responsibility of the erector.Additional permanent bracing of continuous sheathing sun as plywood sheathing(TC)and/or drywall(BC). `✓'�+.j_']r i1...A.- fasteners i DATE: 11/2/2015 the overall structure is the respensiblity of the bolding designer. 3.7m Impact bldging or literal bracing required where shown e a mow•f"� 1r V SEQ.: Ki5 0 4 9 2 8 4.No mad should be appllad to any component unR after al bracing and 4.Installation of truss is the responsibility of the respedroe contractor. fasteners ere complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina nor-conosve environment, TRANS ID: LINK design loads be applied toany component. and are for"dry cnndilon'of use. 5.compuTrue nes no control over and Baume.no responsibility ler the 8.Design assumes MI bearing at al supports shown.Shim or wedge If ..ery. EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.pesRnassumes adequate drainage Is provided. November 3,2015 8.Thla design Is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their anter TPIANTCA In SCSI.sepia.of which all be fumlahad upon request. lines coincide with joint center line. MTek USA,Inc./Com upas Software 7.6.6 1L E 9.Digits Indlate stn of plate in Inches. P ( )• 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)fDL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -21/ 235V -36/ 147H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -49/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.099" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 3 -/ MAX HORIZ. TL DEFL= -0.002" @ 9'- 10.9" 12 I) Design conforms to main windforce-resisting 6.00 W system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 M c 0 Lin m o 1 c 0 11� 4 � M-3x4 y 6-00 y 3-11-11 '' { ct PR()Flesh IP ROVIDE FULL BEARI NG;Jts:1,9,2,3 I ��`�'SL'4. 0,G N,EE `�22 8920OPE �" JOB NAME : 5017-B POLYGON - J5 Scale: 0.9765 441111P!olirow. .. - 1.WARNINGS:Builder OENERAe is untaupon the paramhb eters OREGON 7.BuAder and erodlon coMrador siroWd las advised of ag Gene Ml Nates 1.This design h based Doty upon parameters shown ant h for an Indlvkual y,, Truss: J5 and Warnings before construction commences. building cornponeM,Applicability of design parameters and proper �NV 2.2r4 compression web bracing must be metaled where shown.. Incorporation of component lame responsibility of the building designer. 1O ^'( 1 J4 3.Additional temporary bracing to Imre stebllsy during construction 2.Design assumes the top end bottom ctively es.choionaced throughout their la be sank/braced el L} �4"a.. Is the naponslbilily of me erector.Additional permanent brewing of continuer sasheathing such ea plywood Msathlrp(TC)end/or drywel(BC)h y { �l`�,, [_ DATE: 11/2/2015 the overall structure a the responsibility of the bolding designer. 3.2:Imped bridging or lateral bracing required where shown 95 A fiR 1�-'". SEQ.: K 15 0 4 9 2 9 4.No bad should be applied to any component until after al bracing end 5.4.Designlli assumes truss Is the he so si urya f tth n respective ce actor.environment. rester.,.are complete and et no time should any loads greater manand e for"dry trusses of e I use. T RAN S I D: LINK design bads be applied to any component. H.Design assumes full bearing at el whorls shovel.SMm or wedge If 5.CompuTrus has no control over and assumes no responsibility for the ,s,ty,, EXPIRES:12/31/2015 . tabricetbn.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.Thia design is furnished eub)ed to the Ihnhations see forth by 8.Pates shag be located on both feces dimes,and placed so their center TPIA TCA in BCSI.copies of which MI be rurnlehed upon request. lines coincide vAm Joint center lines. 9.Digits indicate,be of pale In inches. MITek USA,Ina./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 8C: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 5.00 p 3 -/ 0 idlill r%1 ,-i of_ c to _��A 4 M-3x4 l J' 1 1-06 6-09-08 . � PRO�cesct' 6,,,, ,.„.1 �N fib, r� 89200PE fir" JOB NAME : 5017-B POLYGON - G1 „ ,,,,/, .-.00-. . Scale: 0.6499 WARNINGS:1.BaldOThisdLNOTE uMeupotherwiseteramete 7 OREGON t,, �/ 1.Builder and erection contractor should be advised of a%General Notes 1.This destgn is based only upon the parameters shown and is kr an individual ��J Truss: G1 and Warnings before construction commences building component.Applicabl0ty of design parameters and proper t 2.2e4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. <Q ^ �/" h p =.y.. 3.Additional temporary bracing to Insure stabllhy during construction 2.Design assumes the tap and bottom chords to be laterally bowed at v G t y Is the responsibility of the erector.Additional permanent bracing of ntinunudaasheathingrespectivelyespunless sheat braced and/or rywah BChout their length). rL� DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ ' `� SEQ.: Ki5 0 4 9 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of toes lame responalbiAly of the respectNe contredor. fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design pads be applied to any component. and are for'Cry condition"of use. 5.CompuTrue has no control over and assumes no reaponsibihty ler the 9.Deoeely swmea h41 bearing at all supporta shown.Shim or wedge if EXPIRES:12/31/2015 ry. . fe n,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. November 3,201 5 6.Thisis design is furnished subject to the limitations set forth by A Plates shall be located on both taus of truss,and placed w their center TPLMTCA In SCSI,copies of which will be furnished upon request. line coindda with joint center lines. 9.Digits indicate eke of plata In inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bards connector plate design values see 656.1311,ESR-1999(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 418V -13/ 82H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -93/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013^ @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0^ Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.9" Allowed = 0.372" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, r": (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. N r✓1 f 0 0 ►� "►�� M-3x9 ) 1 l 1-06 4-00 'PROVIDE FULL BEARING;Jts:2,4,3 I �� fl PROfi�rs� ,c 0.4GIN ".E.-,5) r%� 89200PE ` JOB NAME : 5017-B POLYGON - H1 Scale: 0.7911 = ." WARNINGS: GENERAL NOTES, unless othendse noted OREGON Cr 1.Builder and erection contredor should be advised of al General Notes 1.This design Is based only upon the parameters Mown and Is for en Individual �y yam, Truss: H1 and Warnings before nenatructen commences. building component.Applicability of design parameters and paper L. (�/ �b 2.204 compression web bracing must be Installed where shown«. Incorporation of component Is the reepondbgity of the building designer. �'� 4 '14, 2© �4 3.Additional temporary bracing to Insure stability during construction 2.Design and si l l the lop and bottom chords to be istemly lanced at Is the responsibility of the erector,Additional permanent bredng of T e e. at 19 o e.reapectNely unless brewed throughout their length by DATE: 11/2/2015 the*versa structure is the responsibility of the building designer. 3.20 Impact brdgl bridging or let el braaas dng reqd uired where shownoa dr/wa1Bc). 11/71R1:310.'✓/�..` (") SEQ.: K 15 0 9 9 31 4.No bad should be applied to any component ural alter all bradng and 4.Installation(Abuse Is the responsibility of the respective contractor. Il fasteners are complete and et no time should any lads greater than 5.Sedge assumes trioses are to be used In a noncorrosive environment, design bads be applied to any compoaH. and are for"dry condition"of use. TRANS ID: LINK a.Derassumes Abeednget.lwppomsham.Shim orwaageif EXPIRES:1 /31/2015 S.Compu7nn assumes has control over and asmes responsibility for the assery fabrication,handling,ehipnnnt and installation ofnmponents. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of tnts,and placed 0o their anter TPNNICA In SCSI,copiss of which MA be furnished upon request. Ines coincide with Joint anter lines. 9.Digits indicate sire of plate In inches. MITek USA,Inc./CompaTrue Software 7.6.6(1L)-E II.For basic connector plate design values sae ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-208) 106 1-5=10) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-102) 38 3-9=( -37) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -44/ 178H 5.50^ 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 [CODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 !DDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" 4 -/ MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" I )i Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 3 Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 0 1( ko I2 O ; I 1 5�� O M-3x4 PROre 5- II y 6-00 PROVIDE FULL BEARING;Jts 1 11 ,52,3,4 y Neo,';,, "� 1 lis' -.• /"1.. QCs 6-00 " 'Q ‘fly, 4 89200PE c" JOB NAME : 5017-B POLYGON - J6 Scale: 0.9085 Its 4l-Priv W.Builder OThis design unless tithe a '7 OREGON Citi 11111 47 1.BuNder and.rection contractor should be advised of el General Notes 1.This de4gn la based only upon the parameters shown and la Mr an individual Truss: J 6 and Warnings before cenarucllon commences. building component.ApplinebilEy of design parameter.and proper 4 2.204 compression web bracing must be installed where shown♦ incorporation of component is the roapon4blly at building designer. /'"6 J" 14 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes0 0 tap ant bottom seechobrads o be laterally braced al �l"s, Is the responsibility of the erector.Additional permanent bracing of T o c.and.110'o c.reapactNey unless braced throughout thele length by M R I/L..L C' continuous sheathing such as plywood sheathIng(TC)and/or drywell(BC). •/ DATE: 11/2/2015 the overall structure Is the responsibility of the bugdirg designer. 3,go howl bridging or lateral bracing required where shown♦+ SEQ.: K 15 0 4 9 3 2 4.No Mad should be applied to any component until after ala bracing and 44..Design serumr ssbuwhs responsibility w hen�rrha contractor. ntr stor. fasteners are complete and at no time should any loads greater then gused T RAN S I D: LINK design loads be applied to any component. and are for"dry condition'of use. E.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at ala supports shown.Shim or sedge if EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7. .. ,assumes adequate drainage is provided. November 3,2015 8.Ibis design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIW1CA in BCS'.copies of winch MIN be furnished upon request. Ines ceindde with joint center lines. 9.Digits indicate aloe of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-59) 72 3-5=(-210) 173 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-115) 96 WEBS: 2x9 KDDF STAND 3-4=( -9) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -86/ 998V -32/ 109H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.94 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.140" @ 3'- 5.2" Allowed = 0.410" MAX TC PANEL TL DEFL = -0.167" @ 3'- 5.9" Allowed = 0.615" 6-05-12 0-03-12 4 1' 'I/ MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 5.00 M-1.5x3 4 -/ Design conforms to main windforce-resisting 3 system and components and cladding criteria. tWind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N I (v1 , 0 f- , _.iallgIIIIIIIIIIIIIIIIIIIII o 1 M-3x4 M-1.5x3 l 1 1 6-05-12 0-03-12 .6 l 1 1-06 6-09-08 0 PRO � �GIINE�R �'� 89200PE 9r JOB NAME : 5017-B POLYGON - G2 Scale: 0.5499 .411111 •f J� WARNINGS: g Oml.de gra is b unless nthep parameters J7 ! OREGON 1), It 1.Binder and erection ontredor should be advised dal General Notes 1.This design Is bawd only upon the paremetere shown and b for an individual yam, Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper fI 2.2a4 omprewbn web bredng must be hodatied where shown t.. incorporation of component Is Me responsibility of the bolding tlestgner. /O q '1 4 2- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bosom chords to be laterally braced at a hout their length by Is the responsibility of the erector. permanent Additional peanent bracing of continuousat sheathingrsuch aespects plywood sheathing(TCced (and/or drywel(C). DATE! 11/2/2015 the overal structure is the responsibility of the building doelgner. 3.2o Impact bridging or lateral bracing required where shown"" �R10- SEQ.: K1504933 4.Noload should beapplied toany component untlaferalbradngand 5.4.Dentlatio innisl.5thh.res estabebulihrosed the reapactis.contractor. environment. (listeners are complete end at no time should any loads greater thanand Designassumes for medry sandmen"of use. TRANS I D: LINK destpn bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge II 5.CompuTrus h.a no control over and tisanes no responsibility for the necessary. EXPIRES:12/31/2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be teceted on both faces oftruss,and placed so their center TFINWCA in SCSI,copies of which will be furnished upon request. Ines olndde with joint center lines. 9.Digits Indicate We of plate In inches. MITek USA,Ino./CompuTfus Software 7.6.6(1L)-E lo.For bestc connector plate design values we ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-296) 123 1-5=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-148) 60 3-4=( -66) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 390V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX TC PANEL LL DEFL = 0.040" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" la( Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 177' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. sl C 0 2 r- rn 0 0 1 z 5- -. 0 M-3x4 y l l ��V C fl OF4- 6-00 7-11-11 � [� �ry (PROVIDE FULL BEARING;Jts:l,5,2,3,9 I \�. v�GI ��/ �`, 89200PE �<' JOB NAME : 5017-B POLYGON - J7 ,,o/' Scale: 0.3692 "� ./'yam WARNINGS: GENERAL NOTES, unless otherwise noted '* OREGON +.{� I.Builder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .�g� y,� Truss: J7 and Warnings before construction commences building component.Applicability or design parameters and proper ,7�,r., Vv 4� 2.2a4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. � 3.Addillonel tempos bracing to Insure stabil during2•Design assumes the top and bottom 055 W to be laterally braced at temporary p coutlucllon 2'o,c.and at 10'o.c.reepectNely unless braced throughout their length by a DATE: 11/2/2015 theova la the latmmdur of steerodor Additional permanent bracing or 2s Impact eadgingn /},.. responsibility of the building designer. 3.2a impact bridging or lateral as requirednion;c nwn 4 4 waa(Bc). `r"f L7 R.` '�: SEQ.: Ki5 0 4 9 3 4 4.No bad should be applied to any component until after ail btadng and 4.Installation olbuac Is the responsibility of the respadNe contractor, fasteners are complete and at no time should any Rads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS ID: LINK dedgnbads beapplied toany component. end are for"dry nondillon"or use. 5.CompuTrus has no control over end assumes no responsibility for the S.Design aswmes NII bearing al all suppose shown.Shim or wetlpe It EXPIRES:12/31/2015 nece labdcation,handling,shipment and Installation of components. °°°ry. 7.Design mimesadequate drainage is providd. November 3,2015e,This design is furnished subject to the limitations est forth by 8.Plates shag be Rooted on both teas otna,and plead so their unlet TPI/VWCA in BCS(,copies of which oil be Mmiehed upon request. lines coincide with Joint center lines. 9.Digits mdkat•sin of plate In inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 654 6-3=( 0) 302 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-786) 199 6-7=(-259) 699 3-7=(-734) 220 WEBS: 2x4 KDDF STAND 3-4=(-138) 127 7-4=(-169) 146 LOADING 4-5=( -9) 9 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 740V -67/ 1966 5.50" 1.18 KDDF ( 625) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL = -0.033" @ 6'- 10.6" Allowed = 0.814" MAX HORIZ. LL DEFL = -0.006" @ 12'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 T T ,f T 12 Design conforms to main n windforce-resisting M-1.5x3 system and componentsand cladding criteria. 5.00 7.. 4 5 -, Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 ii4114414141141144,\ 0 N . O HY O1 2 a.Z 6 _'7 o M-3x4 M-1.5x3 M-3x9 l y l 6-10-10 6-02-19 y y y tiQ PROS t. �, 1-06 13-01-08 `CJ t4G1 EE-. f©'�' 4- 89200PE �<' JOB NAME : 5017-B POLYGON - G3 .,, //---r7� Scale: 0.3573 • 4/0 ' I.Builder O. hRAetiniNOTES, unless up on theMae "9y OREGON �, 1.Bolder antl aroc8on contractor should be advised of sl General Notes I.This design Is based only upon the parameters shown and Is ler an individual OREGON(1J w, Truss: G3 and Warnings before construction commences. building component.Applcabllty of design parameter.and proper �s 2.2t4 compression web bradng must be installed nears shown« Incorporation of component le the responsibility of the bolding designer. '/'vin 14 3.Addllenel temporary bracing to Insure Mobility during construction 2 Design assumes the top and bottom chords to be laNrepy braced al C./ L�. (a„ is the roeponsiblity of the erector.Additional permanent bracing of 2'2'ntrtrr),and at 10'uous ea c.c.respectively unless braced throughout their length by i _.. DATE: 11/2/2015 the overall structure is the responsibility of the bolding designer. 3.2a Impart bridging lor lateral b adng such as dng required od where shown ho and/or drywnN(BC). - R R 11+� SEQ.: K 15 0 4 9 3 5 4.No road should be applied to any component until after al bradng and 4.4.Insta lation aesufmrs truss Iss the r apto sibiieytyd t thse re.padnue contractor. nnit, fasteners are complete and at no time should any loads greater than g design leads be applied to any component. end are for"dry condition.'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes full bearing et al supporta shayShim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 8.This design is furnished subject is the limitations set forth by B.Plates she.be located on both feces of truss,and placed so their center TPINvfCA in BCSI,copies of which will be furnished upon request. Pones coincide with joint center lines. 9.Digits Indicate sine of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-287) 193 1-6=(0) 0 BC: 2X9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-189) 79 3-9=(-108) 58 TC LATERAL SUPPORT <= 12"01. NON. LOADING 4-5=( -99) 20 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 295H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 396V 0/ OH 1.50" 0.99 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -116/ 239V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 5 -/ MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" ii 9 00 Design conforms to main windforce-resisting system and components and cladding criteria. i 12 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. i 0 2 ii m a, oI M-3x4 , p PRO� . y y y G6-00 9-11-11 Ne3 E- /e 5� 'PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I "z-..., •T /�17 89200PE r- JOB NAME : 5017-B POLYGON - J8 /! ,., - Scale: 0.3249 4,111 ?Om WARNINGS: GENERAL NOTES, unless otherwise noted " OREGON ^Vt,s. 1.Builder and erection contractor should be advised of ag General Notes 1.This design is based only upon the parameters shown and b for an individual Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper G. !V` 2.204 compression web bracing must be Installed where shaven a, incorporation of component lathe roeponstbgity of the building designer. /'"� ¢r a ('s 3.Additional temporary bracing to Insure stability during construction 2 Design and .1 tO the top end bottom unless lar to be througaterallyhout braced at G ngth by Is the responsibility of the erector.Addtbnal permanent bracing of T ntbrpc.eon st ea o n respectively ply woos.beacon ihraug ndl their all(B). 11,a � O� continuous bridging atng such l b acing red uir a where s a o0r a srywaA(BC). #0141 .„ V✓ DATE: 11/2/2015 the averaA stmdure Is me responsibility of the bultling designer. 3.2x Impact bdnging or lateral bracing required where sawn+. SEQ.: Ki5 0 4 9 3 6 4.No load should be applied to any component until alter all bradng and 4.Installation of truss la the responsibility of the raspedhe conb eder. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any componant. end are for'dry condition'of use. p c .9�/e� / TRANS ID: LINK 6.Design assumestall bearing at all supporta shown.Shim or wedge if EXPIRES: 2/71y201 5.CompuTeus has no control over and assumes no responsibility for the necoesery. EX ES 2 !G fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 S.This design le furnished subject to the bmtations set foo by S.Plates shag be located on both faces Maws,and placed so their center TPWWTCA in SCSI,copies of which sat be furnished upon request. goes coindde with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IncyCompuTrus Software 7.6.6(1L)-E 10,For basic connector pile design value.see ESP-1311.ESR41988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2=( 0) 299 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-139) 127 5-6=(-256) 640 2-6=(-723) 216 WEBS: 2x4 KDDF STAND 3-4=( -9) 4 6-3=(-161) 147 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 545V -69/ 186H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 6'- 10.2" Allowed = 0.604" MAX TL CREEP DEFL = -0.032" @ 6'- 9.1" Allowed = 0.806" MAX HORIZ. LL DEFL = -0.006" @ 12'- 6.5" 6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" 0 12'- 6.5" 1' T T4 12 Design conforms to main windforce-resisting 5.00 M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 .a �O o4111111111111111 , 0 . 11 IIIIIIIIIIIIIIIIIIIIII N * wilW P" 11 re of 5 ��6 o M-3x4 M-1.5x3 M-3x4 y 1 y 6-09-02 6-02-14 p y 13-00 y <t_co PRQp�ss w 89200PE �'" JOB NAME : 5017-B POLYGON - G4 „ie,,,,,e . Scale: 0.3972 "t 1.BolderWARNINGS. O.ml.de NOTEignIsb, untauponthewise parenr to OREGON 1.Bolder and aredbn contractor should be advised of el General Notes 1.This design Is based Dory upon the parameters shown end is for an individual ems. Truss: G4 and wa, s before conalmction commences. building component.Applicebllity of design parameters and proper V 2.2a4 compression web bracing must be Installed Where Mown.. Incorporation of component roap la the onstbllly of the bolding desl9nar i".0 �l,r yy� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateI, Wooed al 7+ unless Meced througout their length Is the responsibility of the erector.Additional permanent bracing of continuou•asheathing 10 o.c.rctively such h plywood sheathing(TG)and/or drywe BC). DATE: 11/2/2015 the overall structure Is me responslbllty of the building designer. 3.20 Impact bridging or lateral bracing required where own 0 0 R M 1+�- SEQ.: K1504937 4.No load should be applied toany component until after albradngand 5.4.Desitoionassof buss a sistreposi responsibility respective Contractor.ne minor. fasteners ate complete and at no time Mould any loads greeter thanend gra for"dry condition"trussesreof to be TRANS I D: LINK design pada be applied to any component. 8.Design assumes hill bearing at al supports Mown.Shim or Wedge If �(�j t�) (� 8.CompuTrus has no control over and assumes no responsibility for the teary. I., EXPIRES:12/31/2015 fabrication,handling.shipment end installation of component.. 7.peaign assumes adequate drainage is provided. November 3,2015 6.This design I.NmiMad subject to the limitations set forth by 8.Plates shall be located on both feces of truce,and placed so their center TPIWICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate eine of piste in Inches. MITek USA,Ina./CompuTrus Eoftr(dre 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF 81&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 27 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ 0H 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 p MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 I_ of 211111. 1 4 1 M-3x4 1 l l 1-06 4-00 I ROVIDE FULL BEARING;Jts:2,3,4 I /44 1 89200PE �r JOB NAME : 5017-B POLYGON - HJ1 Scale: 0.6861 ♦ / �'1 WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON �wf„ 1.Bolder and erection coorador should be advised of aN General Notes t.This design is based only upon the parameter.shown and is for an individual •alb Truss: HJ1 end Warnings before construction commences. building component.Apglcablltyofdesign parameters and proper L. r Nt4 2.2s4 cumpressmn web bradng must be Instead where shown e. incorporation of component Is me responsibility of the beldmg Mstgner. /°QAArs 2'� 3 Additional temporary biting to Inure stability during construction 2.Design assumes the lop and bottom chords braced to be celatholly braced al L b the responsibility of the erector.Additional permanent bracing of 2'a e.and at 10 o.c,respeotNely unless braced throughout their length by DATE: 11/2/2015 to overall structure Is me responsibility f the boldin des designer. continuous bridging sheathing letere l b plywood aired w ere Moand/m erywaa(BC), L7 R o g g 3.2a Impact Mdging or ptenl bracing required where shown+♦ �Y7 SEQ.: K 15 0 4 9 3 8 4.No bad should be applied to any component until after al bradng end 4.Installation Wives Is the respeneblty of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Deeign assumes(melee ale to be used in nonwonoelve environment. TRANS ID: LINK design pads be applied to any component. end are for"dry cendlion.or use. 5.CumpuTne hes no control over and assumes no responsibility for to B.Onecessary.Mco�N assumes lull bearing at all supports shown.Shim or wedge if EXPIRES:12/31/2015 2/3 `20 5 fabrication,handling,shipment end installation of components. ry EXPIRES: /.G 4! 7.Design steal beeaatlede n drainage tn,sa,,provided. November 3,2015 6.This design Is Nmbhed subject to the Ilmlellona set forth by e.Plates esti be bated on both feces of inss,end placed co their.enter TPIAATCA in BCS(,copies of which wit be furnished upon request. Ince coincide with Joint center line. MTek USA,Inc./Com uTrus Software 7.6.6IL E I PertDigitIndleenate atar ppleaeign values P ( F 1 9.Dor taint condor plate in inc vetoes see ESR-1311,ESR-7955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I-2=(-322) 160 1-6=(0) 0 BC: 2x9 KDDF #140TR SPACED 24.0" O.C. 2-3=(-216) 95 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 276H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 398V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL= -0.005" @ 17'- 8.2" 'I MAX HORIZ. TL DEFL= -0.005" @ 17'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), duration f 6.00 7 Truss designedfor o 6 wind loads in the plane of the truss only. 0 N 01 r'1 O _ -/ 1 r'' 6'-'-' M-3x4 ?6DPtOF J, 6-00 y 11-08-15 l \ �G` R 1S/01,. (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I 44/ zPE T" JOB NAME : 5017-B POLYGON - J9 Scale: 0.3003 ;111!!!!!!!:F! WARNINGS: GENERAL NOTES, unless otherwise noted 0 OREGON �4f. 1.Builder and erection contractor*ha*be advised of a1 General Note. 1.This deign Is based only upon the parameters shown and Is for an Individual +Y//7� yy..�� Truss: J9 and Warnings before conetructlon commence. building component.Applicability of design parameters and proper L.- .7, Agave /4y 2.2x4 compression web bradng mut be Installed where shown 5. Incorporation of component is the responsibility of the buldng designer. 'PO '4 j. 14 ,gyp -t" 3.Additional temporary bracing to Insure stability during construction 2.OeNgn assumes the lop end bottom dro ly unless brat's'throughout their length by be'Nerdy braced at s • ('+y Is the responsibility of the erecter.Additions'permanent bradn9 of continuous aihe tningrsucchh a eplywood shselhing(TC)and/or drywal BC). No ii(''� (` `- DATE: 11/2/2015 the overall tincture is the responsibility of the building designer, 3.2x Impact bridging or lateral br.dng required where shown s• R 1 L SEQ.: K 15 0 4 9 3 9 4.No bed Mould be applied to any component ural.ger ad br.dng and 4.Installation M I ation Mints.la tht.responsibility used i i.respective c ntractor.. fasteners are complete end at no time should any bads greater then sedan assumesn s dryrousecondition"ofuse. TRANS I D: LINK design bade be applied to any component. 8.Design assumes fug bearing at at supports Mown.Shim or wedge II 5.compurfus has no control over and assumes no responsibility bf be usury.a. EXPIRES:12/31/2015 fabrication,handling.shipment and installation of component.. 7.Design assumes adequate drainage b provided. November 3,2015 e.This design b furnishedsubplot to the limitation u set forth by 8.Plates chal ke located on both faces of truss,and placed their center TP WJTCA In SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MTek USA,lno./CompuTrus Software 7.6.6(1L).E 1o.For basic connector plate deign values see ESP-1311,EAR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 C,'" 3 --/ ti I I CO 2 11111111111111111111111111111111111111111... iin in 1 0 4 M-3x4 l l l 1-06 8-00 ,c!‹, O PRq�Ft<' 4,. 89200PE JOB NAME : 5017—B POLYGON — I1 � 1",/! Scale: 0.6358 ' 400" .• /'�., .Truss: I 1 and Warnings before construction commences. balding component WARNINGS: GENERAL NOTES, uMass otherwise noted OREGON � �'Nev 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual A Applicability of design parameter.end proper I+.- lA. 2.2a4 compression web bredng must be Installed where shown 4. Incorporation of component Is the responsibility of the building tlesigner. � y- (y 3.Additional lain g %Y g 2.Design assumes the top and bottom chords to be leterelly bribed et fw � temporary bean m insure stabil dodo construction T o.c.and at 10 5.c.respedNely unless braced throughout their length by �+�/r,,�' f Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such es plywood sheathing(TC)end/or drywal(BC). -I&.`i[]l �.. DATE: 11/2/2015 the overall structure Is the responsibility of the balding designer. 3.29 Impact bridging or lateral bracing required where ehoen++ 1 1 SEQ.: K 15 0 4 9 4 0 4.No mad should be smiled to any component untl after al breang and 4.Installation dime Is the responsibility of the respective contractor. fasteners are complete end et no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design mads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK S.Design assumes hit bearing at all supports shown.Shim or wedge if EXPIRES: 5.CompuTrus has no control over and assumes no responsibility for the roomer,.roomer,. 12/31/2015 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage le provided. November 3,2015 S.This design Is mmiehed subject to the limitations set forth by a.Plates shall be bested on both(aces OMNI,and placed so their center TP WJTCA in SCSI,copies of Mich Mil be furnished upon request. linea coincide with)oral center Ones. MiTek USA,Inc./CompuTrus Software 7.671E E I Digits lsiciconte ecer plate ein igno,t P ( 1.For basic connector plate design welues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-5=(-50) 66 3-5=(-299) 177 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-103) 86 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 976 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 9'- 0.7" Allowed = 0.973" MAX TC PANEL TL DEFL = -0.356" @ 9'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" f ' 1' 12 9.00 Design conforms to main indforce-resisting system and components and cladding criteria. M-1.5x3 4 -f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, Truss designed for wind loads to ti in the plane of the truss only. N ti N • ' F _ I 2�� 4�5 o M-3x9 M-1.5x3 1 ), J' 7-08-09 0-03-12 l 1 l 1-06 8-00 "co- � P110F scS' co ‘AGINE-k- - 89200PE r JOB NAME : 5017-B POLYGON - 12 Scale: 0.5233 -� ' - . WARNINGS: GENERAL NOTES, Mess otherwise noted: 'ClV � �� Cr 1.Balder and erection contractor should be advised of all General General Notes 1.This design based only upon the parameters shown and Is bran Indivkluel N w� Truss: 12 and Warnings before construction commences. bolding component.Applicability of design parameters end proper 4,,,. Adv 2.Del eempreston web bredng mud be metalled where shown.. incorporation or component is me nspoialellty or the building designer. /0 -1). 14, 4e rip {y. „ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom dross is be latently braced at la the responsibility of the erector.Additional permanent bracing of T o c and at 10no respectively unless braced throughout(hair bnglh by i^ continuous sheathing such as plywood sheathing(7C)ender drywap '(BC). 4f .`U'J' i+^� DATE: 11/2/2015 the oveoverallgmch,re Is the responsibility or the balding designer. 3.Tr impact bridging or latent bracing required where shown.. 1-1 1 SEQ.: K 15 0 4 9 41 4.No bad should be applied to any component until after all bradng and 4.Installation of true.is the respondblty of the respective contractor, fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are to be used in a non.00rrosiv environment, TRANS I D: LINK design loads be applied to any component. and are for oonanlon^or use. 5,CompuTna hes no control over end assumes no responsibility for the S.Deg amines NI bearing.t all supports shown.Salm or weals I' EXPIRES:12/31/2015 fabrication,handling,shipment end Installation of components. ry ed. B.This dssinisfamishedsubecttothelimitationse set T.Design shallassum boatedon tpruss,en November 3,2015 g ) by e.plates mag be on both races onma,end placed so their center TPV^ATCA In SCSI,copies of which will be ondmed upon request. lines coincide with joint center linea. 9.Diggs indicate size of plate In inches. MITek USA,Ino.ICOmpuTru6 Software 7.6.6(1L).E 10.For basic connector pleb design values see ESR-1311,ESR•l ON(MITsk) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PIF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 4.00 G,—AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 cel r I I 2 N f- el 4 M-3x4 ), y y 1-06 4-00 C, ,O PRoFe co GIN , 'r0 89200PE px" JOB NAME : 5017—B POLYGON — I3 .. Scale: 0.8111 WARNINGS: GENERAL NOTES, unless otherwise noted ,(r' 1.Builder and erection contractor should be advised dal General Notes 1.This design la based only upon the parameters shown and is for an IndMWual Truss: 13 and Warnings before construction commences. building component.Applkabilfy of design parameters and proper OREGON a. 2.004 compression web bracing must be Installed whore shown+. Incorporation of component Is the responsibility of the building designer. ��+'0 iCr 1.. s ir\ �� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be throughout braced et T4 V Is the responsibility of the erector.Additional permanent brodng of 7 Ac.end at 10 o.c.roach a.ply unless braced throughout their length by /�' DATE: 11/2/2015 the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TG)andror drywall(BC). •.v/ tj fl`��. aponsibAily of the bidding designer. 3.2x Impact bridging or lateral bracing required contra shown fi SEQ.: K 15 0 4 9 4 2 4.No load should be applied to any component inti alter as bracing and 4.Installation of Miss la the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry co550105 of use. 5.CompuTrus hes no control over and assumes no responsibility ler the 8.Design assumes hill bearing al all supports shown.Shim or wedge if EXPIRES:1 2/31/201 necessary. fabrication,handling, end installation of components. 7.Design aawmeboaequane drainage is provided. November 3,2015 S.This design le furnished subject to Na limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center TPIM/I'CA in 6051,copies of which will be furnished upon request, Ines coincide with joint center Tins. MRek USA,Inc./Com Trus Software 7.6.7 1L E S.Digits indicate size of plate in inches, PO ( )- 10.For bests connector plate design values see ESR•131 1.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" 1-11-11 1 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 7" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ o ti M f CDI C 111 f 2 9 M-3x4 1 1 1 1-06 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I •,( (� \ � PRo 6: 89200P JOB NAME : 5017-B POLYGON - SJ1 Scale: D.6B11 /'�1110 �' WARNINGS: GENERAL NOTES, unless otherwiss noted OREGON (ryA' `_'"', I.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters shown end is for en Individual �I OR G O V ' / Truss: S J I and Warnings before construction commences. building component.Applicability of design parameters and proper �G, [�R\ ,1%, 2.234 compression web bracing must be Installed where shovm«, Incorporation of component Is the responsibility of the Wading designer. -b L.,"1-1- 14 s t•Va `+}+. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top ash bottom shone to be laterally braced at L.f ' Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o,c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC), ''.7'6 R R.10- DATE: 11/2/2015 the overall structure lathe responsibilityof the balding designer, 3,2c Impact bridging or lateral bracing required where shown«« SEQ.: K 15 0 4 9 4 6 4.No dad Mould be applied to any component ural alter all bracing and 4.Installation of truss Is the respensibllty of the respective contractor. fasteners ars complete and at no time should any dads grater than 6.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS I D• LINK design wads be applied to any component. end are for"dry condition"of use. 5.Con has no control over and assumes no responsibility for the 6.Deese assumes hal bearing at al supporta shown.Shier or wedge if EXPIRES: IR E S: 1 2/31./201 5. necessary. Chr F1CJ G JI GV lea. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. November 3,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLWTCA In SCSI,copies of which will be furnished upon request. Ines caindde with joint center lines. 9.Digits indicate size of plate in Inches. Wee USA,Inc,/CompuTrus Software 7.6.6(1L)..E to.For basic connector plate design values rte ESR-1311,ESR-rBSS(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 ROOF #168TR SPACED 24.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. U011. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -99/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. 6.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 -W MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORR. TL DEFL = -0.000" @ 3'- 10.9" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y, load duration factor=1.6, o Truss designed for wind loads cA Iin the plane of the truss only. M {- O O Mr I A- 0 2►� 4'�' M-3x4 ), y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 voPRpie 2 89200PE -7 r JOB NAME : 5017-B POLYGON - SJ2 � �/ 411. ... . Scale: 0.7840 WARNINGS: GENERAL NOTES, unless otherwise noted: 'WCr Truss: S J2 1.Builder and erection contractor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown end h for en individual "T74. OREGON . 1 r and Wamings before construction commences. building component.Applicability of design parameters end proper 7 A VY ,v/ 2.Za4 compression web bracing moat b.installed where shown�. Incorporation of component is the roeponsiblity of the balding designer. 0I -.(r' 2S; . ♦ 4 3.Additional temporary bracing to(nears stability during construction 2.Design assumes me tap and bottom cholic to be laterally braced lengthat '� e V Is the responsibility of the erector.Additional permanent braing of a2o.c.end at ea10'o c.respectively as sty unless braced throughout their by 4 {1 DATE: 11/2/2015 the overall structure is Mere responsibility f the building designer. continuous sheathing sash as plywood sheathing(7C)and/or drywal(BC). R.i kt y1 epon ty a ng3.24 Impact bridging or lateral bracing required where Moven a ea k SEQ.: K 15 0 4 9 4 8 4.Na load Mould be applied to any component anti alter al bracing end 4.Installation of truss is the responsibility of the reepectNe contractor. fasteners era complete and al no time should any bads greater than 5.Design assumes truecea are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied In any component. and are for"try condition"of use. 5.CompuTru°has no central ower and assumes no responsibility for the 5.Design assumes full bearing at all supports elwwn.Shim or wedge If EXPIRES:12y 3 1/2015 fabrication,handing,shipment and installation of component.. necessary. 7,Designassumesbeeaadequat e otPage is providaquas, a. November 3,2015 S.This design is furnished subject to the))be furnished eel by S.Plates shall be Rented both laces of trues,and placed so their comer TFNNICA in SCSI,copies of which will be fumlahed upon request. lines coincide with Joint center lines. MTek USA,Inc./CompUTlu6 Software 7.6.6(1L}E 8.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforc e—resisting system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (won). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-08-04 0-03-12 1 T T 12 4.00 M-1.5x3 9 / 3 N I r 0 I , N F H rn 0 5 6 2 II M-3x9 M-1.5x3 y 1 l 1-00 4-00 ��p PROre ,s :96210N(iPE JOB NAME : 5017-B POLYGON - Zi Scale: 0.6405 .�' /rr -- WARNINGS: GENERAL NOTES, unless yupotherwisetheramete IJ 4 OREGONA �)r, 1110 Cr 1 I.Balder and erection contractor ehodd w advised oral General Notes 1.This design Is waetl only upon IM parameters shown and is for an lntllvldual Y ` 'K,/ Truss: Z 1 and Warnings before construction commences. balding component.Applicability of design parameter.and proper �y (+� 2.2d4 compression web bradng must be Installed where shown a, Incorporatfon of component is the responsibility of the building designer. ./.6 7 k 1 4 f 2. "'" 3.Additional temporary bracing to Insure Nobility during construction 2.Desitin assumes the top and bottom secchoEr to w Iaisraly braced at V / �'+. Is the raapondbllty of the erecta,.Addllansl permanent bradng of T ntinc.and at ea hin.respectively ply woad.breadthroughout7C)an r dryeir length by eammuou..n..tnmgewen.aplywood.nedMl�(rc).naroraryw.gec>. 'ERR ILA- DATE: 11/2/2015 the overall ahucture Is the tesponsibBty of the bulling designer. 3.20 Impact bridging or lateral bradng required where shown s i 4.Na bad should be applied to any component untl after Cl bradng end 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 15 0 4 9 4 9 fedeners are complete and at no time should any loads greater men 5.Design assumes susses ar.taw used In.no-corrosive environment, applied to any component. end are for^dry condition'of use. design fosse w TRANS ID: LINK0.Design assumes full bearing at all supports shown.Shim erwedge if EXPIRES:5.Campu7rus has no control over and assumes no responsibility for Ms necessary. fabrication,handling,shipment end installation of components 7.Dealgn assumes adequate drainage I.provided. November 3,2015 8.This design is furnished subject to the limlatione set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in BCSI,copies of which all be furnished upon request. 9.Digitslines eins/dte it th joint cc ntof plate erIliinee.. Mitek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MI7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x4 KDDF #14BTR 3-4=(-57) 36 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BCATIOG MAX VERT MAX TIOZ ERG REQUIRED SPG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACT/ONS REACTIONS 5I5E 0 ( 625) 0'- 0.0" -69/ 325V -10/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.019" @ 2'- 3.3" Allowed = 0.192" 3-08-09 0-03_12 T f fMAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 12 4.00 2 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads LE in the plane of the truss only, r 0 4- --atalligillillil Lo ',1 ,-. M1 1 o 2�� 5 M-3x4 M-1,5x3 y 3-08-04 0-03-12 l , l 1-00 9-00 P pp � r1CGIN �cR ,0 89200PE r JOB NAME : 5017-B POLYGON - Z2 Scale: 0,6209 -%= �. _ • WARNINGS: GENERAL NOTES, unless otherwhe noted: /'l' Truss: 7i2 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and b tel an individual 7, "d7a OR N I and Warnings before construction commences, balding component.Applicability or design parameters and proper V R C1.7 V,JA Y 1v, 2.Dt4 compression web bracing must be Installed whale shown♦ Incorporation of component la the responsibility of the building designer. "T r 2V P=4- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom e..be b be rouges braced et +�h y s DATE: 11/2/2015 Is the responsibility el the erector.Additional permanent bradng of 2'c c and a110'c.c.nepedNaly unless braced Throughout their length by S� f the overall structure la the responsibility of the building designer. continuoussIactsheeting such l bracing ng e sheathIng(TC)sownsnd/or5 tlrywal(BC). `n I S r 4.No load Mould be a lied to an4.Dr talltio ba bu a or Mterel oning tyof required Mere shown♦♦ iJ! .. K 15 0 4 9 5 0 pp y component until eller all bracing end 4.Installation abuse Is Me responsibility of the respective contractor. fasteners are complete end at no time Mould any bads greater than 5.Design assumes Iweees are to be used Ina non-corrosive environment TRANS I D: LINK design bads be applied to any component. end are for dry contlnlon'of u.o. 5.CompuTme has no control over and eesumss no responsibility for the 6.Design full bearing at al supporta Moven.Shim or wedge If 12/31/2015 n) y �p fabrication,handling,shipment end ineallelion of components. EXPIRES: I Gf 3 l/rt(}� 6.This design is iumlaed subject to the limitations set bah by 8.Design curmelo adequate drainage Is truss,a Ni overnber 3,201 5 G/1]I LV TP8WICA In BCSI,copies of which will be furnished uponS.pates Map be located on Don faces of hues,and placed w their center request. Anes coincide with Joint canter lines. MiTek USA,InC./CompuTrus Software 7,6.7(114-En.Digits Indicate alae of piste in inches. i0,For basic connector plate design valuee see ESR-1311.ESR-1980(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center late on oint unless x,y 64- 4 8 dimensions shown in ft-in-sixteenths p 1 I (Drawings not tof scale) Damage or Personal Injury offsets are indicated. Dimensions are in ft-in sixteenths. .. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See SCSI. TOP CHORDS cr_2 cz-a 2. Truss bracing must be designed by an engineer.For 1 ,iwide truss spacing,individual lateral braces themselves o'/16 4 may require bracing,or alternative Tor I bracing should be considered. O 3. Never exceed the design loading shown and never _� L) U stack materials on inadequately braced trusses. d 4. Provide copies of this truss design to the building Oc C7-8 6-7 cs-s designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0 'ra from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at faint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. Connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber SOfIWar@ Or Upon r@quest. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4Width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS be must Top chordsds sheathed or purlins provided at by text in the bracing section of the SP represents ALSC approved/new values 13.spacing indicated design. output. Use T or I bracing with effective date of June 1,2013 if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. .rte Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® f ( number where bearings occur. Min size shown is for crushing only. MI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. si �e 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, 1 Guide to Good Practice for Handling, 1 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 int MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-405 UPPER Fax 916/676-1909 POLYGON r byMiTek USA,Inc.under mydirect supervision The truss drawing(s)referenced below have been prepared p based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46018117 thru R46018145 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �tiRcP R OFF�,S c'g �NGINEF9 ��29 87022PE f cP N cc‘Aj, OREGON FMBEB � °S A. H-O‘''' E ••./ t r 110°P December 1,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46018117 PL15-405 UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-bQkBiT?K1 r?11 iWPwbb1 OQrxsMNm3exnEbFhRpyDIEY 3x6 h 1-3-4 3xb II 1-6-03x6 I I 1 6 2 7 3 Scale=1:13.1 o 0 v. .4 Id 5 4 6x6= 6x6 = i 3-3-4 i 3-3-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 5 ..". 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:31 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1026/Mechanical,4=1154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-278/0,3-4=-011/0 BOT CHORD 4-5=0/590 WEBS 2-4=-868/0,2-5=947/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1007 lb down at 0-11-3,and 1007 lb down at 2-6-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-50 Concentrated Loads(Ib) © P R OFF Vert:6=1007(F)7=1007(F) "<<"C‘NCiINEF `.n / ¢`` ti 9 29 870 2PE >! �'oj, OREG N ti QMH 0 AMBER �1 OSA. HEI EXPIRES:06/30/2017 December 1,2015 � e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1t Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -. _... building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° .-- ... is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Criteria,D51-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018118 PL15-405_UPPER F02 FLOOR GIRDER 1 Z Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:31 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-bQkBiT?K1r?11iWPwbblOQrsLMCr3Z nEbFhRpyDIEY 1 1-2-0 1 1-9-0 I Scale=1:26.3 2x4 I I 5x10= 1.5x4 II 3x4= 1.5x4 II 3x4= 1.5x4 I I 5x10 = 3x4 II 1 2 15 3 16 17 18 4 19 20 5 21 22 6 23 7 24 25 8 26 9 0 i 1.1/ 4 1 1 El 1 1 H,' N B I B I B e t�- 13 12 11 4x8 MT2OHS= 6x10= 3x8= 6x10= 4x8 MT2OHS= I 14-10-8 _. I 1410-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.18 12 >977 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.28 12 >620 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.09 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=6417/0-5-8,14=5901/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-10=-1219/0,2-15=9563/0,3-15=-9563/0,3-16=-9563/0,16-17=-9563/0,17-18=-9563/0,418=9563/0, 4-19=-13782/0,19-20=13782/0,5-20=-13782/0,5-21=-13782/0,21-22=-13782/0,6-22=13782/0,6-23=-10085/0, 7-23=10085/0,7-24=10085/0,24-25=10085/0,8-25=10085/0 BOT CHORD 13-14=0/4476,12-13=0/12626,11-12=0/12830,10-11=0/5836 WEBS 8-10=7656/0,8-11=0/5720,7-11=1402/0,6-11=-3696/0,6-12=0/1281,5-12=1875/0,4-12=0/1556,4-13=-4123/0, 3-13=1888/0,2-13=0/6849,2-14=7081/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)All plates are MT20 plates unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down at 1-3-1,1033 lb down .\T ' OF�u et at 1-7-12,114 lb down at 2-10-4,1033 lb down at 3-2-15,637 lb down at 3-11-4,114 lb down at 4415,1007 lb down at 4-10-2,114 ,,CO NGINEI /o lb down at 5-11-2,1007 lb down at 6-5-5,114 lb down at 7-0-13,637 lb down at 7-6-4,1027 lb down at 8-0-8,114 lb down at 9-1-8, ,C? �' R 1- 1027 lb down at 9-7-11,114 lb down at 10-8-11,1027 lb down at 11-2-14,114 Ib down at 12-3-14,1027 Ib down at 12-10-1,and 114 87022PE r" lb down at 13-11-1,and 1027 lb down at 14-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard N 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.0077 ‘k> OREG•N cls Q� Uniform Loads(Of) Vert:10-14=-5,1-9=50 'Os4 ER 1'_` Concentrated Loads(Ib) vS \P Vert:9=1027(F)8=1027(F)7=-114(B)6=114(B)5=-114(B)3=1033(F)2=1147(F=1033,B=114)15=-114(8)16=-637(F) A. HEFz 17=114(B)18=1007(F)19=114(B)20=1007(F)21=-637(F)22=1027(F)23=-1027(F)24=-1027(F)25=114(B)26=114(B) EXPIRES:06/30/2017 December 1,2015 I I emi in ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeb&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of.design parameters and properly incorporate this design into the overall -- - -.. building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRR R1 Qua81y Galeria,DSII-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018119 PL15-405_UPPER F03 FLOOR GIRDER 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 I D:L2O9J J u6om R C B uYO h H V 69uy FH b u-3clZwpOyo98tfs5cUJ6 Gxe O Bvmj l o8jxTF_F_Gy D I EX I 1-6-4 1.15x3 II 1 3x4= 2 Scale=1:13.2 o d 0 N N //PJ 4 3 1.5x3 II 3x4= I 1-9-4 I 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/Mechanical,3=45/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2f 9r487022Pt • i r 7 '0), OR GON eP -PO "•/// '''.4 �' �O O 5 A- HO\ EXPIRES:06/30/2017 December 1,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss systems before use,the butdingdesigner must verity.the.applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is toprevent bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing '-- Mitek' -- is always required for stability and to prevent collapse with possible personal injury and property damage.Far general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018120 PL15-405_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:32 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-3clZwpOyo98tfs5cUJ6GxeO9 me?oOgxTF_F_GyDIEX 1 1-0-8 II 2-0-0 1 Scale=1:37.9 3x4= 5x6= 1.5x3 I I 4x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 4x5= 3x4 I I 1 2 3 4 5 6 22 7 23 8 9 10 11 12 13 e ya .A) er d d N \ / \ / N / N Z.N-A- / X— e - m, •e OM 21 20 19 18 17 16 15 14 3x4 II 5x5= 4x6= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 1.5x3 SP= I 22-2-0 I 22-2-0 Plate Offsets(X,Y)— 11:Edoe,0-1-81,121:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.16 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.26 16-17 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.06 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=969/0-5-8,14=969/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=970/0,1-2=-615/0,2-3=-015/0,3.4=2111/0,4-5=2111/0,5-6=-2806/0, 6-22=-2806/0,7-22=2806/0,7-23=2693/0,8-23=2693/0,8-9=-2693/0,9-10=1772/0, 10-11=1772/0,11-12=-1772/0 BOT CHORD 19-20=0/1456,18-19=0/2550,17-18=0/2550,16-17=0/2844,15-16=0/2324,14-15=0/1005 WEBS 12-14=1341/0,12-15=0/1035,9-15=747/0,9-16=0/498,5-17=0/346,5-19=-593/0, 3-19=0/885,3-20=1137/0,1-20=0/1121 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down at 10-6-12,and 5 lb down at 12-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 <� E3 PROF F Uniform Loads(WO) Vert:14-21=-8,1-13=80 NC.j ��GINE— /O Concentrated Loads(Ib) C? * Vert:22=5(6)23=5(B) . 870 2PE 9f N ICV , SAT OREGON el,Q<v�' 'AO cc�j$ER �\ �s A HE EXPIRES:06/30/2017 December 1,2015 6 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Mil Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall.. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and hiss systems,see ANSI/TPI1 QuaMy CrNeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018121 PL15-405_UPPER F06 GABLE 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:33 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Ypsx791aZSGkHOgo10dVTrwNzA3_XbS4hvkoWiyDIEW Scale=1:38.6 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 • 0 0 o eo o e e o --g—k, 5 0 o t a 42 d b N N a 5( o e o V l\ l��l l�l��! e e q e n u• v•a 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= I 1-4-0 12-8-0 1 4.0-0 I 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 I 10-8-0 1 12-0-0 I 13-4-0 I 14-8-0 1 16-0-0 I 17-4-0 I 18-8-0 I 20-0-0 I 21-4-0 I 22-8-0 43-5-121 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-5-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��,tp P R OFFS 2� ��GjNEF9 S/o* 870 2PE 0tiQNy -0j, OREGO 'AO AMBER -V\ On A. HO\ EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not -.a truss system...Before-use.the building.designer must verify the applicability of design parameters and properly incorporate this design into the overall -=: -- ■■ -..• •=r:building-design—Bracingindicated is toprevent buckling of individual tans web and/or chord members onlyAdditional temporary and ermanent.brocin .. MiTek- 9 nc ry n 9 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058.89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018122 PL15-405 UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0?QKKV1DKmObuAF_bk8k03TYhaPEG2iDwZTL28yDIEV 1 2 3 4 Scale=1:13.0 — — 10 0 0 J 8 7 6 5 I 1-4-0 I 2-8-0 I 3-8-8 I 1-4-0 1-4-0 1-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-8-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 0.0 � N. ,q,... <c•7 �, k/ 29 8 0 2PE , r yN i iy ..02, OREGO (yo O(c/ '90 sMsER \� OS A. HEC:k EXPIRES:06/30/2017 December 1,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Pall Design varid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .... a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into The overall.. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria.DSS-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018123 PL15405_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:34 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-0?QKKV1DKmObuAF_bk8k03TXtaPAG2hDwZTL28yDIEV o-.f8 Scale=1:39.8 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 o 2 e o _ 1 9 5 e 0 m e e 1 o o t a 42 N A a 9 a g o ., 4 P 4 P c - _ _ + F., e if I. 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-6-0 1 20-0-0 I 21-4-0 1 22-8-0 1 24-3-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 24-3-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. .<�s O PROFFss �c . tiNGEF co INR /o* `r 87022P� 9�' i cv 7 cc"Aj, OR GON (y)Q�N 'AO' AMBER '\ OS A. 1 ck EXPIRES:06/30/2017 December 1,2015 4 I rr ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev.10/032015 BEFORE USE. k Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building coponent,not ... - .., use,°Truss system..Before the building designer must verify the applicability of design parameters and properly incorporate this design into the overall._ _ building design:Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additionaltemporary and permanent bracing - :Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPll Quarrty Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018124 PL15-405_UPPER F10 GABLE 1 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 J0111 2014 MiTek Industries,Inc.Tue Dec 01 13:21:35 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-UB_iYr2r54WSWKgB9RfzZGOjPzkT?V N9CDvabyDlEU 08 Scale=1:28.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 r O o o BJ O aJ e O O - q O • 30 y 0 0 d d N N 29 e o o e a, o e e Xx KXxxxXx�C xxxxxXx2t c. VJCxX)VCxXX XXXXxX. 28 27 26 25 24 23 22 21 20 19 18 17 16 15 1-4-0 1 2-8-0 1 4-0-0 I 5-4-0 I 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 I 14-8-0 1 16-0-0 I 17-3-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 17-3-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. _co PROPen 2". tNGINE '7 /� 2 870 2PE r, r-- (P y �'O), OREGON ti� �� On FM8ER ,.� �4 S A. HEck' EXPIRES:06/30/2017 December 1,2015 4 I "Alio a m. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not buss uss system.Before use,the bulding designer must verify the applicability of design parametersa.: nd:properly incorporate this design into the overall _ - building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing Mitek - , is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018125 PL15-405_UPPER F11 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc Tue Dec 01 13:21:35 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-UB_IY2r54WS WKgB9RfzZGOjUzkU?VzN9CDvabyDIEU DAS Scale=1:18.4 1 2 3 4 5 6 7 8 9 I. I. 0 0 0 0 o e e 20 o d N 19 e e eIIIe 18 17 16 15 14 13 12 11 10 I 1-4-0 I 2-8-0 I 4-0-0 I 5.4-0 I 6-8-0 I 8-0-0 I 9-40 19-9-12 i 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 9-9-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �\`o' AGNEER `rho 2 L.C.- kJ 87022P� 9c • 4)), OR GON ep,..„4/ 'IPC' /tlSER SSA. HO; EXPIRES:06/30/2017 December 1,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111 Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters-and property incorporate this design into the.overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members-only.:Additional temporary and permanent bracing MiTek. is always required fa stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality CrHeria,DSI-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018126 PL15-405_UPPER F12 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:36 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-yOY41A3TsNeJBUPNj9AC5UYs5NOykrJWNsyS71yDIET 0-1-8 H I 1-6-0 I I 2-6-0 1 Scale=1:30.0 4x4= 1.5x3 = 1.5x3 = 1.5x3 11 3x4 = 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 8 e e iS 4 •• 12 11 10 9 e 1.5x3 II 4x5= 3x5 = 3x5= 3x4= 1 17-3-0 I 17-3-0 Plate Offsets(X,Y)— (1:Edae,0-1-81 - LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.07 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.11 10-11 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=748/0-5-4,9=748/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-749/0,14-15=749/0,1-15=749/0,1-2=611/0,2-3=611/0,3-4=1651/0,4-5=-1651/0,5-6=1457/0, 6-7=1457/0 BOT CHORD 11-12=0/1275,10-11=0/1696,9-10=0/887 WEBS 7-9=1100/0,7-10=0/706,5-10=296/0,3-11=0/466,3-12=-822/0,1-12=0/933 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. EB P R OFFS'` � G� N & s/ c � 4p 2�z 8 • 2PE 1 rr / 7 �Aj, OREGO (19 �1V AP AMBER �1 �O EXPIRES:06/30/2017 December 1,2015 a i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. III Design void for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a hues system.Before use,the building designer must versfy theapplicability.oLdesign parametersand properly incorporate this design into the overall -<< building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quarrly Crtiedo,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018127 PL15-405_UPPER F13 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L209JJu6omRCBuYOhH V69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?gnIOTEGgcWiOfTyDIES 1681 2-6-0 I 0-1,T8 Scale=1:41.2 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 -7 Ni.N. V INN 7''''N. , / \ re....000°° ,a `a 21 N 7' 2020 Al 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 24-3-0 I 24-3-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 15-16 >760 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1055/0-5-4,19=1055/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,45=3137/0,5-6=-3137/0,6-7=-3331/0,7-8=3331/0,8-9=2298/0,9-10=-2298/0, 10-11=2298/0 BOT CHORD 18-19=0/522,17-18=0/2564,16-17=0/2564,15-16=0/3375,14-15=0/2956,13-14=0/1307 WEBS 11-13=1620/0,11-14=0/1227,8-14=-816/0,8-15=0/464,6-16=-294/0,4-16=0/710,4-18=-1056/0,2-18=0/1474, 2-19=1167/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 1PRQp � s� NF9 /o c.:32� ' 87022PEr N '-y � Nt 'oj, OREG <U O 90 ',If .\\ r �S A. H .# EXPIRES:06/30/2017 December 1,2015 1 _ e A WARNING-Verily deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. * Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing ili+liTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,DSI-B9 and ICS!Building Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. - Suite 109 Clens Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018128 PL15-405_UPPER F14 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-Qa5SzW45dhmAlezZGsiReh5?ZnICTEPgcwofTyDIES 0-1-8 H I 1-1-12 1 2-6-0 1 Scale=1:41.7 4x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 :/ N.* V NN, 7 d / N.. N 2 ! 0 e - 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 24-6-4 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 15-16 >738 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1067/Mechanical,19=1067/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1842/0,3-4=-1842/0,4-0=3235/0,5-6=3235/0,6-7=3396/0,7-8=3396/0,8-9=2330/0,9-10=-2330/0, 10-11=2330/0 BOT CHORD 18-19=0/667,17-18=0/2678,16-17=0/2678,15-16=0/3456,1415=0/3005,13-14=0/1324 WEBS 11-13=1640/0,11-14=0/1247,8-14=-836/0,8-15=0/485,6-16=274/0,4-16=0/690,4-18=1036/0,2-18=0/1456, 2-19=-1232/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 2 `rt 87022PE 9' m %j, OREG N ti� �0 �0"E3ER \\ N"O A. HER EXPIRES:06/30/2017 December 1,2015 memo a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicabilityof design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling ofindividual Inns web and/or chord members only.Additional temporary and permanent bracing MiTele .t is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018129 PL15405 UPPER F15 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:37 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-Qag5SzW45dhmAlezZGsiReh513nP1 TPJgcWiOTTyDIES 1.5x3 II 0-10-8 I 2-6-01.63Ifs 1 2 3x4= 3 Scale=1:13.0 IIIMIIMMII III II MN II 7 ms • 1.5x3 = 0 0 N NE 1.5x3 = i III MI En hi41 llk 5 =, 3x4= 3x4= 00139 0 I 0.1 37-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:23 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=154/0-5-4,5=154/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. �� 0 PRQp 44� �c.\AGIN iif. 87022PE r- CV 7 0'0i, OREGO ti�O<UM 'AO EMBER \1 �S A. N .ck EXPIRES:06/30/2017 December 1,2015 A ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1f Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss,web and/or chord members only,Additional temporary and permanent bracing MiTele -•- - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaBly Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46016130 PL15-405_UPPER F16 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:38 2015 Page 1 ID:L2O9JJu6omRCBuYOhFIV69uyFHbu-umfgAs5jO?u1 NnYIgZDgAvdAVBemChPprARZBvyDIER p-6-41 2-6-0 I Scale=1:41.8 4x6= 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 / N. .,••••,,, NNN. 7 ..\\N 7 - / \ cg N 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-11-4 I 23-11-4 Plate Offsets(X,Y)— I19:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.37 15-16 >776 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:119 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j REACTIONS. (lb/size) 13=1047/Mechanical,19=1047/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1621/0,3-4=-1621/0,4-5=3070/0,5-6=-3070/0,6-7=-3286/0,7-8=-3286/0,8-9=2275/0,9-10=2275/0, 10-11=2275/0 BOT CHORD 18-19=0/421,17-18=0/2485,16-17=0/2485,15-16=0/3319,14-15=0/2922,13-14=0/1296 WEBS 11-13=1606/0,11-14=0/1213,8-14=-802/0,8-15=0/450,6-16=308/0,4-16=0/724,4-18=1071/0,2-18=0/1487, 2-19=1135/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(Q'“) PROF Co�cc. ��GINE�19 /U2 �' 870 2PE /9f N y rAAj, OREGON ti�QZH 'AO FM$ER 1,‘ On A. HEC 'OP EXPIRES:06/30/2017 December 1,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ir Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,.the building designer must verify the applicability of design parameters and property incorporate the design into the overall .. ._. ... building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .Mitek - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 QuaBly Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018131 PLI5-405_UPPER F17 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-MyDD005L810u?x7yOHkvj6Alob18xFgz4gB6kMyDIEQ 0-1-8 I-W2 I 2-5-8 2-6-0 Scale=1:27.9 3x4 II 1.5x3 II 1.5x3 = 1.5x3 = 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e 15 71111- NI* NO" 0 d 9 14 u Vpu- 13 ^3-` 11 10 1.5x3 II 3x5= 3x5= 3x4= 3x6= 0-7-4 Q-5-1211 16-0-12 5-12 15-5-8 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.06 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=666/0-2-12,12=1125/0-3-8 Max Gray 9=674(LC 4),12=1125(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1249/0,4-5=-1249/0,5-6=1256/0,6-7=1256/0 BOT CHORD 11-12=0/773,10-11=0/1395,9-10=0/787 WEBS 2-12=431/0,7-9=-975/0,7-10=0/582,3-11=0/603,3-12=955/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 vv) P R Opk• UtS1 Uniform Loads(0) < Concentrated Loads Vert: Ib) �� ,,N �NGI N�F� /�29 Vert:1=-400(F) Cc 870 2PE y NEAT OREGO APC',-,SMB ER � r A. HE?' EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design.parameters and properly incorporate this design into the overall -e� ,` building design. Bracing indicated'sr to-prevent-buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IXE� BK .A .. - is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/i 11 Quaily Criteria,DSB•89 and BCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. SuiteCitrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018132 PL15-405_UPPER F1B Floor 8 1 Job Reference(oOtionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Dec 01 13:21:39 2015 Page 1 ID:L2O9JJu6omRCBuYOhFiV69uyFHbu-MyDD005L810u?x7yOHkvj6AN2b43xFrz4gB6kMyDIEQ I 1-7-0 I I 2-3-0 I Bilitt Scale=1:19.4 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 = 1 3x4= 2 3 4 5 6 e 0 0 0 12 `I o A --- 'It'' 9 8 3x5= 3x5= < 1.5x3 II 3x4 = I 11-2-8 I 11-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=482/0-2-12,7=482/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-480/0,1-2=-391/0,2-3=391/0,34=713/0,4-5=-713/0 BOT CHORD 8-9=0/669,7-8=0/486 WEBS 5-7=625/0,5-8=0/292,3-9=357/0,1-9=0/581 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. .\(vik0 PROp �\� ��GINE tS's/o29� 87022PE / N y �-$, OREGON ry9 OWN '9C F'1jB E R '1 �s A. HEY` EXPIRES:06/30/2017 December 1,2015 e I N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system:Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _,building design.Bracing indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent brociag-.- Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fPI1 Quality Criteria,DSI-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018133 PL15-405_UPPER F19 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-ggnbbY6zvc81c5i8y_F8FKjXb_LKgcd6IUwgGoyDIEP 0-1-8 1-7-8 2.6-0 o-1 HI II I Scale=1:38.2 4x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x6 = 1 2 3 4 5 6 7 8 9 10 11 7 o a b m B.7 V ■ 2 \IE-- .r 22 0dN ►1 ►�1 Mt 18 17 16 15 14 13 12 4x6= 3x6 FP= 3x6 = 3x5= 3x8 = 3x4= I 2278 I 22-7-8 Plate Offsets(X.Y)— f1:Edae,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.17 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.29 14-15 >931 360 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=978/0-5-8,12=978/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=978/0,19-20=978/0,1-20=978/0,1-2=867/0,2-3=-867/0,3-4=2507/0,4-5=2507/0,5-6=2911/0, 6-7=2911/0,7-8=2088/0,8-9=-2088/0,9-10=2088/0 BOT CHORD 16-17=0/1830,15-16=0/1830,14-15=0/2850,13-14=0/2641,12-13=0/1202 WEBS 10-12=1490/0,10-13=0/1097,7-13=686/0,7-14=0/334,5-15=425/0,3-15=0/840,3-17=1193/0,1-17=0/1271 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 �f 87022PE 9� 7 N ,n r H �A�, OREG N ti�O<U 90 $.4,1 on�S A. He?, EXPIRES:06/30/2017 December 1,2015 t. 1 imot ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust verifythe applicability of design parameters and properly incorporate this design into the overall _. building design,=8racing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ...Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018134 PL15-405_UPPER F22 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:40 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-g9nbbY6zvcslc5i8y_F8FKjYd_NIgfK6IUwgGoyDIEP D-9-4 l 2-6-0 I 0-111{8 Scale=1:41.8 3x5= 1.5x3 I I 3x6 = 3x4 11 4x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x6= 1 2 3 4 5 6 7 8 9 10 11 q12 c / k.0 21 2 0 V Nr 7 Nt 7 NN111k 7 N "4 e B i 20 141 19 18 17 16 15 14 13 4x6= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x10= 1 24-6-4 I 24-6-4 Plate Offsets(X,Y)— [1:Edge,0-1-81,112:0-2-0,Edael.{20:0-1-8,0-1-81,{21:0-1-8.0-1-81 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.15 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.24 15-16 >999 360 BCLL 0.0 Rep Stress Ina' NO WB 0.47 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:129 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=662/Mechanical,13=1792/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-20=1142/0,20-21=1183/0,12-21=1142/0,2-3=1064/0,3-4=-1064/0,4-5=1969/0,5-6=1969/0,6-7=2102/0, 7-8=2102/0,8-9=1468/0,9-10=1468/0,10-11=1468/0 BOT CHORD 18-19=0/314,17-18=0/1604,16-17=0/1604,15-16=0/2123,14-15=0/1874,13-14=0/856 WEBS 11-13=1044/0,11-14=0/758,8-14=503/0,8-15=0/282,4-16=0/452,4-18=-668/0,2-18=0/930,2-19=729/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1129 lb down at 24-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 "<<:‘ ..D P R open s Uniform Loads(plf) Vert:13-19=5,1-12=50 �5 NGINEF9 /� Concentrated Loads(Ib) 2 Vert:12=1129(B) 9 Lt' 870 2PE y mA�, OREGO 0 Olt •2 AMBER\ 4 CSS, A. FiER�P EXPIRES:06/30/2017 December 1,2015 6 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _.a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -. building design:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quaffly Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018135 PL15405_UPPER F23 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:41 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-JLLzou7cgwGcEFHKVimNoXFklOorPDSFX8gDoEyDIEO Scale=1:17.5 1 2 3 4 5 6 7 8 9 ., e, .o. _o- o e o v 0 :Ti d N e o of o 0 0 0 0 18 17 16 15 14 13 12 11 10 I 10-7-8 I 10-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 10-7-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �R .a P R OFFS ��\�� ANG(NEER `S'/O2ss, 870 2PE r tP N 7 TA '(--\' OREG N ep O(l/ '9O AMBER '\ p. OSA. HE"t4 EXPIRES:06/30/2017 December 1,2015 i I r... a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Beforeuse,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall- .- . _ - - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPIl Quail,Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane Sule 109 SafetyInformation available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Cows HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018136 PL15-405 UPPER F25 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:41 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-JLLzou7cgwGcEFHKVimNoXFhQOhjP4OFX8gDoEyDIEO 1 1-5-0 II 2-6-0 I Scale=1:38.7 1.5x3 II 4x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e - 7 AN.e7 Nt m - 5 d ! 7 ANN... 7.....N. o0 N N m B 0 B 18 17 16 15 14 13 12 1.5x3 II 4x6= 3x6 FP= 3x6= 3x5= 3x8= 3x4= I 22-2-0 22-2-0 Plate Offsets(X,Y1— F1:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.17 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.28 14-15 >952 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=969/0-2-12,12=969/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-971/0,1-2=-766/0,2-3=-766/0,3-4=-2432/0,4-5=-2432/0,5-6=-2861/0,6-7=-2861/0,7-8=-2063/0, 8-9=-2063/0,9-10=2063/0 BOT CHORD 16-17=0/1743,15-16=0/1743,14-15=0/2788,13-14=0/2604,12-13=0/1190 WEBS 10-12=1475/0,10-13=0/1081,7-13=-670/0,7-14=0/319,5-15=-440/0,3-15=0/855,3-17=-1210/0,1-17=0/1206 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18,12. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ep PROFFss c�5 �cNG�NEF9 /9 - sr 8 • 2PE 19r CI) CV y �Aj, OREGO (19 OWN 'P0,-, BER "\\�Q� A- HER EXPIRES:06/30/2017 December 1,2015 t r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI.7473 rev.10/03/2011 BEFORE USE. T Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verily the applicability of design parameteand properly,incorporate this.desim gn.into the overall - , building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members.only.Additional temporary and permanent.bracing Milek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TPI1 Quality Criteria,051-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018137 PL15405_UPPER F26 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nXvLOEBERDOTsPsX3PHcLlotjo6F8fOPmoPnKhyDIEN 1.5xi II 2-1-4 I 2-6-0 115x3 II 1 2 3x4= 3 Scale=1:12.9 J L ' N 5 4 3x4= 3x4= I}1$ 4-10-4 1 4-8-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 5 —4' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.08 4-5 >745 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:26 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/0-2-0,5=208/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .\��Ep P R 6FFSS ca \AGIN 4;9 Wo 87022P1 t' i cv ySAT OR GON (tom QCU 9O AMBER 11 O`Ct J A. HE.0 EXPIRES:06/30/2017 December 1,2015 8 I mar ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE fill-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not ... a truss system..Before use,the building designer must verify the applicability of design parameters and properly incorporate tins design into the overall.- MiTek building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and:permanent bracing - -- Mitek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,051-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018138 PL15-405_UPPER F28 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLIorEo?G8UkPmoPnKhyDIEN 1 1-3-4 1 2-6-0 1 Scale=1:42.8 1.5x3 11 4x6= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4=3x6 FP=1.5x3 11 4x5 = 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 VIS e - / e 9 Vu.N. e d Ns, 7.---NN / .N. 7 NIN A _ 19 18 17 16 15 14 13 3x4= 4x8 = 3x6 FP= 3x5= 3x5 = 5x6= 3x4= 1.5x3 SP= I 24-6-4 I 24-6-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.40 15-16 >728 360 BCLL 0.0 Rep Stress Incl YES WB 0.73 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:121 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD ceiling Rigid dir ectly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1073/Mechanical,19=1073/0-3-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1902/0,3-4=-1902/0,4-5=3280/0,5-6=3280/0,6-7=3426/0,7-8=-3426/0,8-9=2345/0,9-10=-2345/0, 10-11=2345/0 BOT CHORD 18-19=0/735,17-18=0/2731,16-17=0/2731,15-16=0/3494,14-15=0/3027,13-14=0/1331 WEBS 11-13=1650/0,11-14=0/1256,8-14=-846/0,8-15=0/494,6-16=265/0,4-16=0/680,4-18=1027/0,2-18=0/1447, 2-19=1268/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO P R oPFss ��co �NGINEF'Q /c 2 8 II 2PE /9r 7 NEAT OREGO (- Off(/~ 90 FABER \\ O9 A. HO; EXPIRES:06/30/2017 December 1,2015 B I 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev,10/03/2015 BEFORE USE. Mil" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the bulding designer must verify the applicability of design parameters and properlyincorporate this design into the overall , building design.Bracing indicated is to prevent buckling of individual truss web and/orchard members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quakly Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018139 PL15-405_UPPER F40 FLOOR SUPPORTED GABL 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:42 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-nXvL0E8ERDOTsPsX3PHcLIov1o788fCPmoPnKhyDIEN I 1-0-8 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 1 L N r 1.5x3 II 3x4= p 1-3-8 0.0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 ""` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��cD PRoFFs mak....„ �NGINEFR `r/'v* 870 2PE to cv y SAT OREGON fy': 1Ui O OS A- R N HES"` EXPIRES:06/30/2017 December 1,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members.only.Additional temporary and permanent bracing Milek� is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fell Qualify Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 846018140 PL15405 UPPER F41 FLOOR SUPPORTED GABL 3 1 Job Reference Motional)Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FkTjDa8sCXWKTZRjd7ortyL4sCTOt6SY S9Kt7yDIEM 0114 1.5x3 II 1 3x4= 2 Scale=1:13.2 • 0 0 1.5x3 II 3x4= pp 1-2-4 0413 1-2-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 '""" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=29/1-2-7,3=29/1-2-7,3=29/1-2-7 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `�cEO PROFe. c� 0.0 0 ��GINEF,9 /O 2 87022PE 9t' / N y SAT OREGO fL5 Q<U� lO s./74E3 1\ OS A. HEC'0,P EXPIRES:06/30/2017 December 1,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. 1121. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer mustverify the applicability of designparameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling ofindividualtruss web and/or chord members only:Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018141 PL15405_UPPER F42 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu6omRCBuYOhH V69uyFHbu-FkTjDaBsCXWKTZRjd7ortyL4GCTKt6SY_S9Kt7yDIEM I 1-6-4 1.15x3 II 1 3x4= 2 I Scale=1:13.2 L " o 0 T • a ��•��#;- •��•��•��•�W 1.5x3 II 3x4= uu 1-9-4 b64 1-9-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-9-8,3=45/1-9-8,3=45/1-9-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c- ,$),tiD P R ope„, ��\ c, �NGINE�R /it. 870 2PE r" 7 SAT q OREG N -,41..I COMBER \1 S A. HO\ EXPIRES:06/30/2017 December 1,2015 eMi. / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE.D esign valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a buss system.Before use,the building designer must verify the applicability of design parametersandproperty incorporate this.design into the overall - building design.Bracing indicated is to prevent buckling of individual truss weband/or chordmembers only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1711 Quality Criteria,DSS-89 and SCSI SuildIng Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018142 PL15-405 UPPER F43 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 13:21:43 2015 Page 1 ID:L2O9JJu6omRCBuYOhHV69uyFHbu-FkTjDa8sCXWKTZRjd7ortyL42CTPt6SY S9Kt7yDIEM 1.5x3 II 1 4x4= 2 Scale=1:13.3 L N 1 4 3 1.5x3 I I 4x4= 0-11-0 I 0--2 0-11-0 Plate Offsets(X,Y)— f1:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=22/0-11-2,3=22/0-11-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ca ��GI NEFR �� 2 `-r 87022PE 9f �Aj, OREGO ,f,:>"‘1,..0 9o �MSERA\ �, OS A. Heck EXPIRES:06/30/2017 e December 1,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. r.... Design valid for use only with MTeld&connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not lor a truss system.Before use,the building designer mustverify theapplicability of design parameters and properly incorporate this design into the overall e building design. Bracing indicated u.to prevent bucking of.individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek,". is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly CrIeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46018143 PL15405_UPPER F44 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuY0hHV69u),FHbujw06Rv9UzreA5i0vBgK4QAtFhcpdcZhiD6utPZyDIEL 1 0-10-0 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 •..•.• ., • ♦♦ •.•. 1.513 II 3x4= 1-1-02 1-1-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/1-1-2,3=26/1-1-2,3=26/1-1-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � AGNE ,q `r/0 2 a 87022PE 9v NN y �ATOREGO ti� 1ti O -Y0448ER \1 PS\ S A. HER' EXPIRES:06/30/2017 December 1,2015 I 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Idl- Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the.overall - -- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary ana permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite Greenback Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-405_UPPER F45 FLOOR SUPPORTED GABL 4 1 R46018144 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Dec 01 1321:44 2015 Page 1 ID:L209JJu6omRCBuY0hHV69uyFHbu-jw06Rv9UzreA5i0v8gK4QAtFKcpbcZhiD6utPZyDIEL I 1-3-0 I 1.5x3 II 1 3x4 = 2 Scale=1:13.2 0 o d N N �•�� .*. .Ire/\ 4 ��t,.1 1.5x3 I I 3x4= o4-4 1-6r0 I 1-6-0 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/1-6-4,3=38/1-6-4,3=38/1-6-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<"11/4ED PR°FFss NAGINE /, 870 2PE /1'r N y �AI>, OREGON ti�„1-ti 9', FM13ER 11 �O �S A. Heck EXPIRES:06/30/2017 December 1,2015 t, I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/L7477 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.-Bet ore use.the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design,::Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing = a' -MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Qualify CrNeda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss TypeQty Ply POLYGON R46018145 PL15405_UPPER F47 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Dec 01 13:21:44 2015 Page 1 ID:L209JJu6omRCBuYOhHV69uyFHbu-jw06Rv9UzreA5i0vBgK4QAtFwcpfrZhi06utPZyDIEL 7x10 II 1 2 Scale=1:13.3 0 0 N I.r = -2_7-- 4 3 7x10 II pp 0-7-4 I o-d-4 0-74 Plate Offsets(X,Y)— f1:Edge,0-1-81.14:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.00 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=14/0-7-8,3=14/0-7-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ‘AGIPROPeon � I NEA / R ()* 87022Pi r i cv y � OR GON (t) ,..,11./ "PrAj 4/8ER \1 0,9A A. HECk41'. EXPIRES:06/30/2017 December 1,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03!2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■� building design. Bracing indicated b to prevent buckling of individual truss web and/nr chord members only.Additionattemporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-B9 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Mir Dimensions are in ft-in-sixteenths. h1:64,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MIINNISigagnmE0��/j6r 2. Truss bmbealFor wide truss spacingracingust,individualedlateralsignedby bracesnengineer.themselves t] 4 may require bracing,or alternative Tor I p bracing should be considered. 2 rY INIMAllor U O vexed dsldsand e a �� U stackNematerials ooh inadequately bracedhown trusses. O C7-8 c.� C5-6 43.. Providerecopiesceof thisetruss ign designoaing to the buildingnver For 4 x 2 orientation,locate ,(1) designer,erection supervisor,property owner and plates 0-1nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.Knots Place plates on each faceoandss wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. A. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ..----.--_-.418.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 11111140 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015